Geoengineering Assessment of Subgrade Highway Structural Material along Ijebu Owo – Ipele Pavement Southwestern Nigeria

Falowo, Olumuyiwa Olusola; Dayo, Dahunsi Sunday

doi:10.17148/iarjset.2020.7401

Cited by 5 publications

(4 citation statements)

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“…Therefore, the deterioration frequently experienced at many segments along the highway could arise from the differential settlement of the subgrade clay. This clayey occurrence has been recorded in many articles as one of the causes of road failure in the basement complex of Nigeria (Aderemi & Adeola, 2021;Ibitomi et al, 2014;Adeyemo & Omosuyi, 2012;Daramola et al, 2015;Daramola et al, 2018;Meshida, 2006;Jegede, 1997Jegede, , 1998Jegede, , 2004Adiat, 2009;Adesola et al, 2017;Falowo & Dahunsi, 2020).…”

Section: Synthesis Of Results and Summarymentioning

confidence: 90%

“…The resultant solution was analyzed using X-ray fluorescence and Atomic Absorption Spectrophotometer (AAS). Subsequently, the silica/sesquioxides (se) ratio (Adeyemi, 1995;Falowo & Dahunsi, 2020;Quadri et al, 2012) was calculated to know the type of the soil and classified it, if laterite (se < 1.33), lateritic (1.33<se>2.0) and non-laterite (se>2.0). Traffic survey (classified volume counts) was conducted for seven days taking records of all vehicles plying the highway per day (Brown, 1996;Kadyali & Lal, 2005).…”

Section: Data Acquisition and Analysismentioning

confidence: 99%

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Parameters Modeling and Probing of Highway Structural Deterioration: Case study of F-209 Segment of Ondo - Ore Pavement, Southwestern Nigeria

Falowo

2023

Idn. J. Earth Sci.

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The construction of highway route is influenced by geology, geotechnical, topography, and geomorphology of the terrain. However, for pavement that failed structurally, a critical investigation is required to ascertain the cause(s) of its failure, so that such study can assist during the rehabilitation/re-construction phase. Based on this, the incessant failed Ondo – Ore was studied using integrated methods. Electrical resistivity involving four vertical electrical sounding, ten dynamic cone penetration test, three coring by trial pits at 1.0 to 3.0 m offset from the edge of the highway at different chain-age, and laboratory geotechnical-geochemical analysis adopting standard procedures. The VES characterized the geological sequence within the highway alignment to be topsoil, subsoil, weathered layer, and basement rock. The topsoil/subsoil and the weathered layer on which the highway is founded is sandy clay and clay with resistivity less than 200 ohm-m. The depths to basement ranged from 33.5 to 45.1 m. The trial pits recordings are consistent with the results of the VES, geotechnical, and geochemical analysis, distinctly distinguishing the upper 1 m into clayey soil (sandy clay, clayey hardpan) laterite, and silt-clay-sand mixture. The engineering competence of the topsoil/subsoil on which the road is founded is poor, although is inactive SC-SM, A-7-5/A-7-6 lateritic soil type (silica-sesquioxide ratio of 1.67). The clay mineralogy is within the illite – montmorillonite group. The SNG, SN, and SNP contributions of the soil as subgrade, subbase, and base material are very low (<1.0). The regression models of all parameters correlated positively, although weak for RD and DCPI, in-situ CBR and MR, RD and in-situ CBR; while strong for soaked CBR and in-situ CBR, ER and MR. Consequently, based on the GI and CBR values, the expected average thickness of the highway should range between 191 mm (good segment) to 445 mm (for weak segment) (avg. 312 mm) which is far thicker than 274 mm measured along the highway alignment during reconnaissance survey. Therefore, it can be concluded that the failure of the highway is as a result of low soaked CBR/in-situ CBR values with low strength coefficient; and low design thickness across the highway. In addition, lack of drainage at the shoulders of the highway is also causative factor. Hence, the need for effective design of roads (to specification) and maintenance strategy was therefore advocated.

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Section: Synthesis Of Results and Summarymentioning

confidence: 90%

Section: Data Acquisition and Analysismentioning

confidence: 99%

Parameters Modeling and Probing of Highway Structural Deterioration: Case study of F-209 Segment of Ondo - Ore Pavement, Southwestern Nigeria

Falowo

2023

Idn. J. Earth Sci.

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“…The acquisition of VES data was in line with Falowo and Dahunsi (2020) and Falowo and Olabisi (2020) using Schlumberger array with maximum currentcurrent spread of 130 m, and potentialpotential distance of 5m. A total of fifty VES was acquired.…”

Section: Methodsmentioning

confidence: 99%

Application of Geoinformatics in Civil Engineering Design and Construction: A Case Study of Ile Oluji, SW Nigeria

FALOWO

2023

International Journal of Environment and Geoinformatics

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Subsoil engineering site condition and modeling of engineering parameters has been carried out in Ile Oluji, Ondo State, Southwestern Nigeria, using geotechnical investigation, geophysical method, borehole logging, groundwater level measurement, and laboratory studies. Findings revealed that the soils are clayey of low-high plasticity/compressibility, with AASHTO classification of A-7-6. Based on average values of cohesion (48.4 KN/m2), angle of friction (17.4°), unconfined compressive strength (186.8 KN/m2), coefficient of permeability (2.13E-06 cm/s), activity (0.48), soaked CBR (7 %), MDD/OMC (1980 kg/m3/14.8 %), plasticity index (20.2 %), group index (6 %), compression index (0.0443), coefficient of volume compressibility (0.2041 m2/KN), depth to basement rock (22.2 m), static water levels 5.5 m (in well) and 21.8 m (in borehole), the soil is unsuitable for highway subgrade, subbase, and base courses. Thus, if it is expedient to use it as subgrade soil, the minimum recommended thickness is 241 – 513 mm (avg. 395 mm). The average allowable bearing capacity of the soil for square and round foundations are 268.4 KN/m2 and 267.95 KN/m2 respectively, with average total settlement of 18.3 mm for structural pressure of 100 KN/m2. For embankment, the suitability index (1.21) of the soil suggests a fair/expanding not collapsible construction material. The rock units in the area have high compressive/shear strength, modulus of elasticity, high crushing strength, low deformability; and presumable bearing capacity of 8, 000 – 10, 000 KPa when fresh, and 5000 – 7000 KPa when partly or slightly weathered. Thus are valuable as foundation constructions, aggregate in pavement, building stone, and armourstones. The correlation coefficient of the parameters are: MDD/PI vs. CBR (0.0043), LL vs. coefficient of consolidation (0.0608), PI vs. undrained shear strength/effective overburden (0.2706), PI vs. angle of shearing (0.0117), dry density vs. angle of shearing (0.0058), suitability index vs. CBRs (0.3644), clay contents vs. PI (0.1355).

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“…In this study, the geochemical analysis was done using X-ray diffraction. 𝐴 = 𝑃𝐼 % 𝑓𝑖𝑛𝑒𝑟 𝑡ℎ𝑎𝑛 2.0 𝑚𝑚 (10) 𝑆𝑖 = % 𝑓𝑖𝑛𝑒𝑟 𝑡ℎ𝑎𝑛 2.0 𝑚𝑚 𝐿𝐿 log(𝑃𝐼) (11) The acquisition of VES data was done using the field procedures of Falowo and Dahunsi [52] and Falowo and Olabisi [53] using Schlumberger array with maximum current current spread of 130 m, and potentialpotential distance of 5m. A total of fifty VES was acquired.…”

Section: Methodsmentioning

confidence: 99%

Subsoil Condition and Development of Geo-Data Set for Effective Design, Construction and Management of Engineering Structures in Ondo Metropolis, Southwestern Nigeria

Falowo¹

2023

Malaysian J. Sci. Adv. Tech.

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This study deals with development of engineering geo-data and modelling, as an essential tool for design, construction, and management of civil engineering structures in Ondo metropolis, Southwestern Nigeria. Findings revealed the soils are predominantly of sandy silt to clayey silt, silty sand to sandy silt, and sandy clay, with %fines of 48.25, and 51.75 % sand. The depth to basement rock was 22.2 m (avg.), and evidenced of fractured rock at depth range of 9.9 – 26 m. The average static water levels 2.5 m (in well) – 26 m (in borehole). The average values of plasticity index, soaked CBR, group index, unconfined compressive strength, and permeability are 23.9%, 7%, 6, 186.8 KN/m2, and 1.68E-05 cm/s respectively. The recommended minimum thickness of 79 – 140 mm (avg. 109 mm) obtained from design curves will be sufficient for flexible pavement. The average allowable bearing capacity of the soil for square and round foundations varied from 234 – 297 KN/m2 (avg. 268 KN/m2) and 232 – 298 KN/m2 (avg. 268 KN/m2) with estimated total settlement of 17.69 – 18.88 mm (avg. 18.28 mm) for structural pressure of 100 KN/m2. For embankment, the suitability index of the soil suggests a fair/expanding not collapsible construction material. Rocks of igneous and metamorphic rock of high compressive/shear strength, modulus of elasticity, high crushing strength, low deformability, and presumable bearing capacity of 8, 000 – 10, 000 KPa when fresh, and between 5000 – 7000 KPa when slightly weathered. Therefore are valuable as foundation constructions, aggregate in pavement, building stone, and armourstones. The correlation coefficients give between MDD/PI vs. CBR (0.1113), LL vs. coefficient of consolidation (0.0018), PI vs. undrained shear strength/effective overburden (0.0332), PI vs. angle of shearing (0.013), dry density vs. angle of shearing (0.2131), suitability index vs. CBRs (0.3494), clay contents vs. PI (0.422).

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Geoengineering Assessment of Subgrade Highway Structural Material along Ijebu Owo – Ipele Pavement Southwestern Nigeria

Cited by 5 publications

References 0 publications

Parameters Modeling and Probing of Highway Structural Deterioration: Case study of F-209 Segment of Ondo - Ore Pavement, Southwestern Nigeria

Parameters Modeling and Probing of Highway Structural Deterioration: Case study of F-209 Segment of Ondo - Ore Pavement, Southwestern Nigeria

Application of Geoinformatics in Civil Engineering Design and Construction: A Case Study of Ile Oluji, SW Nigeria

Subsoil Condition and Development of Geo-Data Set for Effective Design, Construction and Management of Engineering Structures in Ondo Metropolis, Southwestern Nigeria

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