Geosynthetics and Geotechnical Properties of Soil in a Developing World: A Lesson For Nigeria (original) (raw)
Related papers
The geotechnical properties of Daki Biyu district in the Federal Capital Territory, Abuja, Nigeria was investigated to ascertain the suitability of the sub-surface soil to support massive infrastructure such as high rise building and industries that might be carried out in the future. The particle size distribution shows that the soil is predominantly sandy-clay to sandy-gravels. The plasticity indices suggest low to medium compressibility while the coefficient of volume change (Mv) and the coefficient of consolidation (Cv) are generally low for most of the pressure ranges. The average allowable bearing capacity values of 150 kN/m 2-240 kN/m 2 and an average of 460 kN/m 2-700 kN/m 2 for the ultimate bearing capacity agrees with the national building code (1983) for safe bearing capacity for cohesionless soils. The sub-surface soils were found to possess good geotechnical properties that are capable of supporting infrastructural development.
Geotechnical characterization of soil helps to determine and understand the behavior of soil of a particular place, it also helps in determining soil water content, specific gravity, plasticity, strength, size of particles, compressibility, and soil bearing capacity. The focus of the study is to carry out the geotechnical characterization of soil in order to determine the types of soil and its suitability for construction purposes. The study area lies between latitude 007 0 43 ' 47 '' N and 007 0 71 ' 81 '' N and longitude 004 0 25 ' 18 '' and 004 0 43 ' 64 '' East of Greenwich Meridian. Samples of soil were collected at six different points at a depth of 0.5m. Laboratory soil test were conducted according to the BS1991 standard with necessary modification made which include Natural Moisture Content(NMC), Specific Gravity(SG), Grain Size Analysis(GSA), Atterberg's limits (liquid limits, plastic limits, shrinkage limits). From the g...
This study evaluates the index and engineering properties of soils in Otukpa Area of Benue State towards ascertaining their suitability for use as fill and embankment, sub-base and base course material. Otukpa in Benue state Nigeria has vast reserve of sand and other aggregate materials that are presently been mined for various construction purposes. The area holds good potential for human population explosion in the near future. When massive infrastructural development commences, localized sourcing of materials would be necessary. Unfortunately, not much is known of the geotechnical properties of the sands in this area. Index and engineering test was conducted to achieve the aim. Gravel size particles are completely absent. Permeability of soil ranged from 7.8×10 -6 to 3.36×10 -4 m/sec with moisture content of 11.38 to 14.16%. Specific gravity was between 2.63 to 2.67g/cm 3 . UCS range from 31-45Kpa while LL and PL ranged between 27-35% and 10-18% respectively. MDD peak value was 1.85(g/cm 3 ) at an OMC of 12.11% and lowest at 1.67(g/cm 3 ) at an OMC of 11.99. The geotechnical implication of the observed properties range from susceptibility to marginal volume change, differential settlement to low shearing resistance. These materials are quality reserves for fill, embankment and sub-base construction but not for bases.
2012
This work focuses mainly on the Geotechnical properties of mapped areas in Gombe town which forms part of the Upper Benue trough. Representative soil samples were collected from these areas and were investigated for their Geotechnical properties with a view to classifying for their suitability or otherwise for infrastructural development. Hitherto, this has not been done in the Gombe town area. The recent growth which is associated with urbanization in Gombe Township calls for appropriate geotechnical investigation of soils of the area. Twelve representative samples were collected from different locations of the mapped areas around Kanol, Hamatatu, Wurro Daji, Kalshing Forest, Titi Baba, Chongo, Danba, Wurro Ladde, Pantame, Tempure, Tonde, and Kulalum. Samples from each site were collected at 1m depth and analyzed using the following tests: Moisture content test, Particle size distribution test, Atterberg limit test, Specific gravity test, Compaction test. All these tests were carri...
GEOTECHNICAL EVALUATION OF SOILS IN NUMAN AND ITS ENVIRONS, NORTH EAST NIGERIA
A geotechnical evaluation of some soils in Numan, Adamawa, North –East, Nigeria has been carried out. This was done to determine the suitability of the soils for use as sub-grade/filling, sub-base and base course materials for road construction. The samples were collected from five different areas, at surface and sub-surface levels. The areas are New Demsa, Farei, Dowaya, Numan Town and Imbru. The soil samples were subjected to laboratory investigations in conformity with the American Association of State Highway and Transportation (AASHTO) and the Bristish Standard Institution (BSI) Standard specifications. Results of the geotechnical tests indicate that the proportion passing the BS sieve NO.200 ranges from 20. 92% to 39. 02% whereas plasticity index and consistency index ranges from 14.05 to 22. 01 and 1. 42% to 2. 16% respectively. The compaction test result revealed an optimum Moisture Content (O.M.C) Value of 11. 60% and a maximum Dry Density (M.D.D) Value ranging from 91g/cm 3 2.08g/cm 3 The California Bearing Ratio Values ranges from of 8% to 24%, whereas the plastic limit values ranges from 30% to 51%. Soils at New Demsa, Farei, Numan Town and Imbru are thus considered suitable for use as sub-grade/filling materials, while the soil at Dowaya is unsuitable for use as sub-grade/filling and sub-base material. This is probably why the road at this area failed after construction. BACK GROUND INTRODUCTION In highway design and construction, careful attention is not only given to sampling and testing of the aggregates which are required to provide a pavement that will be sound and durable; but also to the subsoil materials which will provide support for the pavement (Okagbue and Uma, 1988). In selecting the route for the highway, one of the important factors considered is the geotechnics of the subsoil. At least a casual study of the subsoil through which the highway must pass is exceedingly helpful. From it the general stability of the area can be determined. Furthermore experience has shown that subsoil conditions along a highway route can be a crucial factor in the serviceability and good performance of the highway (Weinert ,1968; Earquhar, 1980). It is therefore very crucial to determine the geotechnical properties of soils in order to establish whether a particular soil is suitable for use as fill, grade or sub-base materials. Some of the roads in Numan area have failed and hence constitute potential hazard to pedestrian and motorists alike because of lack of informed geotechnical data on the sub soil conditions. Most of the previous work done in the study area are mainly regional (Falconer, 1911) and have described the geology of the Upper Benue Trough in terms of sedimentary and stratigraphic aspects. Subsequently, (Carter et al, 1963) gave some details on the geology, geological structure, hydrology and water quality of the old Northern Nigeria in which the study area is included. Offodile (1976) wrote on the origin of the Benue Trough and Geology of the cretaceous of the valley. Braide (1992) studied the sedimentation and tectonics of the Yola arm of the Benue Trough with emphasis on facies architecture and their provenance significance. Offodile (1976), also gave some details on the sedimentation, tectonics and hydrolithological characteristics of part of the Benue Trough. Head (1988) indicated the various methods to be employed in the treatment of expansive soils and gave out the procedure to be adopted in the laboratory. Obiefuna et al., (1999), gave detailed account of the geological and geotechnical evaluation of selected gully sites in Yola area of Adamawa, north–east, Nigeria and recommended on how to tackle the environmental hazards.
International Journal of Engineering Science
Before construction activities could begin at any site, engineering geological and geotechnical investigations has to be approved in order to determine the safe bearing capacity of the soil materials and recommend suitable foundation for the structure. In this study, geotechnical investigation for the design and construction of civil infrastructures in parts of Port Harcourt city of Rivers State, Nigeria has been carried out. Fourteen samples of sand and clay from different locations within the Afam Clay Member and Benin Formation were assessed. The Atterberg limit results of the clay samples revealed that the materials are of relatively medium to high compressibility, with the liquid limit (LL) ranging from 28% to 71%, plastic limit (PL) ranging from 10% to 21%, while the plasticity index (PI) ranges from 15 to 54, indicative of medium to low compressive strength. The natural moisture content, with a mean value of 38% was also significantly high, while the unit weight ranged from 15.6KN/m 3 to 18.7KN/m 3 , and specific gravity (SG) values range from 2.27 to 2.72. The sand samples had coefficient of uniformity (Cu) and coefficient of curvature (Cc) values ranging from 2.52 to 5.2 and 0.99 to 1.8 respectively, indicating that the sands are poorly graded and are classified as SP. The insitu standard penetration test (SPT) on the sand samples has N-values ranging from 20 to 28, showing that the sands are medium dense. The clay samples underlying the study area is likely to have medium to low shear strength as suggested by the values of the strength parameters (mean value of angle of internal friction is 6 0 and cohesion is 46Kpa), obtained from the triaxial test. The geotechnical behavior of the materials within the study area shows that the cohesive materials failed some relevant material specifications for most civil infrastructures, having ultimate and safe bearing capacity averaging 410.48KN/m 2 and 136.83KN/m 3 respectively. Thus, they should be avoided as foundation (load bearing) materials during civil constructions, while the cohesion less soil though, of medium dense and poorly graded will serve as better load bearing materials.
Geotechnical Properties of Soils in Ikole-Ekiti Area, Southwestern Nigeria
The geotechnical properties and litho-stratigraphic soil profile of soils in Ikole area of Ekiti State were investigated from the analysis of results of laboratory tests on disturbed and undisturbed soil and water samples obtained from 3 borings. The investigation revealed a subsurface stratification made up of reddish brown granitic clayey sand from existing ground level to a depth of 9m to 12.0m. This is underlain by a layer of mottled, brown, decomposed micaceous sand to a depth of 16.5m-18m immediately after which are layers of mottled grey, decomposing quartzite sand to about 18.0m to 19.0m depth. This is further underlain by fragments of freshly weathered granitic rock to the termination depth of 19.5m. The consistency limits indicate LL of 44-58% and PL of 18-26% while the quick undrained triaxial tests indicate undrained cohesion within the range (128.4-157)kN/m 2 and undrained angle of internal friction (15.0-20.0) 0. Groundwater was encountered between 6.5m to 7.5m below t...
LAUTECH Journal of Civil and Environmental Studies, 2018
This study investigates geotechnical characterizations of sub-soil within LAUTECH community as well as the relevant engineering characteristics were evaluated to enable appropriate foundation design. Nine (9) soil samples were obtained at 1.0, 2.0 and 3.0m using boring methods from three locations: LAUTECH Security Unit,(LSU:N8°5.977; E4 10.112), LAUTECH Chapel, (LC:N8° 07.756; E004’ 12.981), and LAUTECH Software Building, (LSB: N8° 09.986; E4’15.781′). The samples were subjected to visual examination and subsequently geotechnical tests in accordance to British Standards BS 1377, (2000). The tests were Specific Gravity (SG), Particle Size Distribution Analyses (PSDA), Liquid Limit (LL), Plastic Limit (PL), and Compaction test using British Standard Light (BSL) compactive effort, California Bearing Ratio (CBR) and Unconfined Compressive Strength (UCS). The samples from all the locations varied from light brown sand to reddish gravel. The SG values for LSU, LSB and LC were (2.66, 2.63...
IJERT-Geotechnical Mapping of Federal University of Technology (now MAUTECH) Yola Site, Nigeria
International Journal of Engineering Research and Technology (IJERT), 2013
Geotechnical Mapping of Federal University of Technology (now MAUTECH) Yola Site, Nigeria https://www.ijert.org/research/geotechnical-mapping-of-federal-university-of-technology-now-mautech-yola-site-nigeria-IJERTV2IS80672.pdf The research focused on soil samples collected within MAUTECH (Modibo Adama University of Technology). Yola to examine its properties by conducting laboratory test. Nine (9) samples representing the MAUTECH site were considered. The laboratory test revealed that the maximum values of 30.5% and 13.2% were obtained for liquid limit and plasticity index respectively. Maximum and minimum values of 67.2%, 880kN/m 2 and 4.0%, 94kN/m 2 were recorded for CBR and UCS respectively. Samples 1,5 and 8 were classified as A-2-4 subgroups, sample 3 as A-2-6 subgroup while samples 2, 6 and 4,7,9 as A-4 and A-6 respectively.
2012
The study area lies at the fringe of the Upper Benue Trough and the Basement Complex of Northern Nigeria and specifically between longitude 8<sup>o</sup>30ʹE and 8<sup>o</sup>33ʹ50.3ʺE and latitude 8<sup>o</sup>41ʹ9.7ʺN and 8<sup>o</sup>45ʹN. in order to ensure effective geotechnical study of the underlying rocks, ten (10) undisturbed representative samples were taken within a grid of 2.5km by 2.5km. The study established some geotechnical properties of the rocks such as water absorption under saturation with values ranging from 0.52-0.96(%); Compressive strength of rocks of 3.45-89.50(N/mm<sup>2</sup>); specific gravity of the rocks ranging from 2.5-3.75; with aggregate impact value of rocks ranging from 11.32-21.56 (%) which makes the rock adequate for array of construction material such as roads, foundations, concretes, dimension stones etc. The study characterises the rocks into granite (60 %); Schist (20%); Gneiss (10%...