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This study was carried out to evaluate the effect of bagasse ash (BA) on lime stabilized lateritic soils. Laboratory tests were performed on the natural and lime/bagasse ash treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990), respectively. Treated specimens were prepared by mixing the soil with lime and/or bagasse ash in variations of 0, 2, 4, 6 and 8% by weight of the soil. The preliminary investigation carried out on the natural lateritic soil found in Shika, Kaduna State, Nigeria shows that it falls under Silt-Clay material of Group A-6(9) using AASHTO classification and inorganic clay material CL according to Unified Soil Classification System (USCS). The natural soil has a liquid limit value of 36.32, a plastic limit of 21.30% and a plasticity index value of 15.02 %. The maximum dry density (MDD) of the soil was 1.69 kg/m3 and an Optimum Moisture Content (OMC) value of 16.8 %. Unconfined compressive strength (UCS) values of 269, 404 and 591 kN/m2 at 7, 14 and 28 days curing periods, respectively, were recorded for the natural soil. Unsoaked and soaked California Bearing Ratio (CBR) values of 13 and 7%, respectively, were recorded for the natural lateritic soil. Peak UCS and CBR values of 698 kN/m2 and 43% were recorded for soil treated with 8% lime/6% bagasse ash. The peak CBR value met the 20 - 30 % requirement for sub-base reported by Gidigasu and Dogbey (1980) for materials compacted at optimum moisture content, while the peak UCS value fell short of the 1710 kN/m2 unconfined compressive strength value specified by by Transport and Road Research Laboratory (TRRL) (1977) as a criterion for adequate stabilization using ordinary portland cement.

يقع قصر الركن للملك فاروق الأول علي الجهة الشرقية من نهر النيل وتوجد النافورة موضوع البحث بالقصر حيث تتكون من محور مركزي مثمن الشكل تبرز من أربعة واجهات منه أربعة رؤوس سباع في وضع متعامد وترتكز أربعة تماثيل آدمية اثنان منهم لطفلين والآخرين لرجلين روعي فيها النسب الجمالية والتشريحية. تعتبر نافورة ركن حلوان التي تقع داخل فناء القصر (متحف الركن بحلوان) من أهم وأجمل تصميمات النوافير الرخامية الأثرية من حيث التصميم الإنشائي والفني. ولقد لعبت ميكانيكا التربة وعامل التجوية دورا كبيرا في إتلاف تلك النافورة، فظهرت مظاهر التلف خطيرة منها التحلل لسطح تماثيل النافورة وظهور بعض التصدعات والأملاح المتزهرة علي السطح من تأثير الخاصية الشعرية بالإضافة إلي التفاعل الكيميائي الذي حدث نتيجة لتواجد تلك النافورة في بيئة بها نسبة عالية من الغازات الحمضية مثل ثاني أكسيد الكربون، وثاني أكسيد الكبريت وأول أكسيد الكربون، والأكسجين بالإضافة إلي نسبة البخر العالية في المنطقة، حيث تعتبر المنطقة من أهم المناطق نسبة التلوث العالية لمدينة صناعية وهي مدينة حلوان. تعاني النافورة من ارتفاع نسبة تظهر المعادن في صورة أملاح وتعدد أشكال وأحجام بلوراتها لتنوعها منها الكبريتية والكربونية ومعادن الكلوريدات بالإضافة إلى تأثير الحركة الميكانيكية لكتلة التربة التحتية النافورة (موضوع البحث) حيث تقع النافورة مكشوفة في فناء القصر في منطقة صناعية وهي التبين حيث تكثر المصانع دون وجود فلتر لتنقية الهواء من الغازات الناتجة عنها مثل غاز ثاني أكسيد الكربون، ثاني أكسيد الكبريت، وغيرها.

This study was carried out to evaluate the effect of bagasse ash (BA) on the California bearing ratio of lateritic soil. Laboratory tests were performed on natural and bagasse ash treated soil samples in accordance with BS 1377 (1990) and BS 1924 (1990), respectively. Treated specimens were prepared by mixing the soil with bagasse ash in steps of 0, 2, 4, 6 and 8 % by weight of dry soil. The preliminary investigation carried out on the natural lateritic soil shows that it falls under silt-clay material of Group A-6 using AASHTO classification and inorganic clay material CL according to Unified Soil Classification System (USCS). The specific gravity of the soil samples decreased from 2.61 for the natural soil to 2.48 at 8% bagasse ash content. The liquid and plastic limits increased from 36.32 and 21.30%, respectively, to 38.00 and 21.54% both at 2% bagasse ash content. The maximum dry density (MDD) of the soil increased from 1.48 Mg/m3 for the natural soil to a peak value of 1.49 Mg/m3 at 8% bagasse ash content. The Optimum Moisture Content (OMC) increased from 18.5% for the natural soil to 19.0% at 2 and 4% bagasse ash content and then decreased. The unsoaked California bearing ratio values from 4% BA content and above met the minimum CBR value of 30% specified by (BS 1990) for materials suitable for use as base course material when determined at MDD and OMC. However, the highest CBR value of 62% recorded at 8% BA content failed to meet the 80% CBR value recommended by the Nigerian general specification (1997) for cement stabilization. Bagasse ash improved the CBR value of lateritic soil when compacted at optimum moisture content and maximum dry density.

This paper presents a study on the seismic behavior of pile groups located in soil slopes that are also known as pile-slope systems. The main objective of the present study is to explore a reasonable and practical correlation between the safety factor of soil slope and seismic lateral displacements of pile groups in slope, in order to achieve a better understanding and a framework for seismic analysis and design of pile groups in soil slope. To this end, a parametric study based on 3D numerical analysis for a number of pile groups in soil slopes under different conditions has been carried out to investigate the seismic behavior of pile-slope systems. Some findings and conclusions are drawn that are intended to provide insight into the seismic behavior of pile-slope systems.

Compacted lateritic soil treated with up to 16% bagasse ash content was subjected to one-dimensional consolidation test using the British Standard Light (BSL) compactive effort; prepared at -2%, 0% and +2% of the optimum moisture content (OMC). The study showed improvement in index properties, lower maximum dry density (MDD) and higher optimum moisture content (OMC) with increased ash treatment. In a pattern similar to natural clay, the void ratio decreased and increased with pressure increase and decrease, respectively. An increase in the gross yield stress was recorded with increased bagasse ash content and water content relative to optimum; a reduction in compression index was recorded with increase in bagasse ash treatment and water content relative to optimum. Coefficient of volume compressibility decreased with increased loading pressure, while bagasse ash content did not show any established trend. The coefficient of consolidation decreased with increased loading pressure and bagasse ash treatment. These results show an overall improvement in the consolidation properties suggesting the suitability of the material in fills for embankment and low lying marginal land for foundation works; also solving the environmental problems associated with waste bagasse disposal.

A geo-spatial study was conducted to estimate the runoff by Soil Conservation Services - Curve Number (SCS - CN) method, in Nagapattinam Taluk (areal extent of 303.96 km2), Tamil Nadu, India. In this study, the spatial data of land use (2007) was derived from satellite images. A hydrological soil group thematic map was also prepared using ArcGIS 9.3. The thematic maps were overlaid with each other and assigned the SCS-CN values, and the runoff potential map was prepared on the basis of curve number classes. The highest, moderate and low runoff potential zones (2007) were obtained, and the area covered under each category was found to be 165.96, 121.65 and 15.81km2, respectively. To determine the suitable locations of rainwater harvesting structures, land use, soil group and slope map were overlain. From the overlain map attributes viz., soil, land use and slope, the suitable locations of rainwater harvesting structures like check dams (84 Nos.), percolation ponds and nalla bunds (76 Nos.) and farm ponds (20 Nos.), respectively, were found. The geospatial identified structures were validated through existing structures in the study area with their GPS coordinates, and it was found that some of the structure locations were exactly in line.

This paper focuses on the potential use of kaolin and cement for stabilization of soft clay and the application of stabilized soil as a highway embankment material. The problem of soft clay which is encountered in many geotechnical projects is its low shear strength and bearing capacity due to poor engineering properties of the soil. Therefore, soft clay has to be improved before any ground improvement work can commence. The mechanical behavior of stabilized soil was investigated on the basis of standard Proctor compaction, California bearing ratio (CBR), unconfined compression and direct shear tests. The main objective of this paper is to assess the mechanical behavior of treated soil with cement and kaolin. The results of laboratory investigation indicate an increase in the shear strength, CBR value and unconfined compressive strength of the treated soil with binder composition of OPC 8%, K 2% and SS 5%. Besides, it was proven that engineering characteristics of stabilized soil with binder composition of OPC 8%, K 2% and SS 5% are superior to those stabilized with lower percentages (i.e., less than 2%) of kaolin. The outcome of the study is an optimal mix design of stabilized clay, which can be applied to improve soft clay. It is revealed that ordinary Portland cement can be partially replaced with 2% kaolin. Furthermore, the stabilized soil with cement and kaolin can be applied in highway construction; however, sufficient laboratory and in situ testing is needed before proceeding to field trial.

The main aim of this paper is to examine the effectiveness stabilized cemented soil on dense sand has been gathered from loading tests carried on model of square steel footing with (89,89,23) mm length, width and thickness, resting on cement-improved layers of various thicknesses, considering the affected of soil-cement layer thickness (H) on the bearing capacity of square footing. Four different values of the relation thickness of reinforced layer divided by footing width (H/B) were tested, corresponding to 0.1, 0.3, 0.6, and 1. The sand layers compacted with dry unit weight (15.8 kN/m3), thus, achieving the state of dense soils (Dr=77%). Result showed that the (H/B) ratio affected the stress-settlement curves and increased bearing capacity with increasing H/B ratio. The results also showed two mechanisms of failure, the cement- reinforcement soil layer broke, showing a fissure was located close the footing's edge and central axis or it was located close the footing's edge only, according to the thickness of the reinforced layer.