scholarly journals Geotechnical Characterization of Sub-Soil within Ladoke Akintola University of Technology, Ogbomoso-Nigeria

2018 ◽  
Vol 1 (March 2018) ◽  
Author(s):  
J.A Ige
Keyword(s):  
Liquid Limit ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Foundation Design ◽  
University Of Technology ◽  
Undisturbed Samples ◽  
Density Values ◽  
Compactive Effort ◽  
Geotechnical Tests

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, 2.37); (2.68, 2.59, 2.60); (2.48, 2.67, 2.43), respectively, while the grain size varied from fine to coarse. The LL values obtained for LSU, LSB and LC were 38.0, 37.0, 44.0% and 34.0, 32.0, 35.0%, while the corresponding PL values were 21.0, 26.0, 28.0%, and 24.0, 20.0, 21.0%, respectively. The maximum dry density values were (1.94, 1.66, 1.38; 2.38, 2.23, 1.93; 2.02, 2.12, 1.77) g/cm’and OMC values were (13.5, 17.2, 19.2; 11.6, 16.4, 13.8; 12.1, 9.4, 14.0) %, respectively. The ranges of CBR values for the soaked and un-soaked samples for LSU, LSB and LC were 26.0 – 38.0; 36 – 52; 26.0 – 59.0%, and 61 – 74; 71 – 85; 56 – 70%, respectively. The UCS values for the disturbed and undisturbed samples were (363 ~ 865; 497 ~ 694; 202 ~ 596) kN/w and (396 ~ 831; 427 ~ 726; 236 – 732) KNAm’. The samples obtained from LSU and LC were classified as A-2, while LSB sample was classified as A-4 and A-6. The samples obtained at (1m) depths within LAUTECH Community are suitable as sub-grade materials. Hence, stabilization is recommended at further depths prior to their applications for engineering purposes.

scholarly journals An investigation into the cause of road failure along Sagamu-Papalanto highway southwestern Nigeria

2021 ◽  
Vol 8 (1) ◽  
Author(s):  
Ubido Oyem Emmanuel ◽  
Igwe Ogbonnaya ◽  
Ukah Bernadette Uche
Keyword(s):  
Construction Materials ◽  
Road Construction ◽  
Linear Shrinkage ◽  
Liquid Limit ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Southwestern Nigeria ◽  
Low Resistivity ◽  
The Road ◽  
Cause Of Failure

AbstractInvestigation into the cause of road failure has been carried out along a 60 km long Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12 to 61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1–52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2–35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17–43.9%, maximum dry density ranges from 1.51–1.74 g /cm3, specific gravity ranges from 2.52–2.64 and CBR between 3 and 12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20–138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20 m – 240 m along the profile to a depth of 7.60 m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m − 120 m along the profile to a depth of 15 m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

scholarly journals Geotechnical properties of reinforced clayey soil using nylons carry’s bags by products

2018 ◽  
Vol 162 ◽  
pp. 01020 ◽  
Author(s):  
Nahla Salim ◽  
Kawther Al-Soudany ◽  
Nora Jajjawi
Keyword(s):  
Soil Stabilization ◽  
Clayey Soil ◽  
Ground Improvement ◽  
Soft Soil ◽  
Liquid Limit ◽  
Waste Material ◽  
Industrial Wastes ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Replacement Technique

All structures built on soft soil may experience uncontrollable settlement and critical bearing capacity. This may not meet the design requirements for the geotechnical engineer. Soil stabilization is the change of these undesirable properties in order to meet the requirements. Traditional methods of stabilizing or through in-situ ground improvement such as compaction or replacement technique is usually costly. Now a safe and economic disposal of industrial wastes and development of economically feasible ground improvement techniques are the important challenges being faced by the engineering community. This work focuses on improving the soft soil brought from Baghdad by utilizing the local waste material for stabilization of soil, such as by using “Nylon carry bag’s by product” with the different percentage and corresponding to 1 %, 3% and 5% (the portion of stabilizer matters to soil net weight) of dried soil. The results indicated that as Nylon’s fiber content increases, the liquid limit decreases while the plastic limit increases, so the plasticity index decreases. Furthermore, the maximum dry density decreases while, the optimum moisture content increases as the Nylon’s fiber percentage increases. The compression index (decreases as the Nylon’s fiber increases and provides a maximum of 43% reduction by adding 5% nylon waste material. In addition, the results indicated that, the undrained shear strength increases as the nylon fiber increases.

scholarly journals Geotechnical Properties of Fresh and Degraded MSW in the Foothill of Shivalik Range Una, Himachal Pradesh

2019 ◽  
Vol 8 (2) ◽  
pp. 363-374 ◽  
Keyword(s):  
Moisture Content ◽  
Himachal Pradesh ◽  
Engineering Properties ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Overburden Pressure ◽  
Dump Site ◽  
Angle Of Internal Friction ◽  
Geotechnical Characteristics ◽  
Geotechnical Tests

The aim of the present study is to determine the physical and geotechnical characteristics of municipal solid waste (MSW) from an open dump site located in Una town, Himachal Pradesh (India) for the analysis of settlement and structural stability of landfill. Degraded waste was tested for different time intervals ranging from 6 months to 6 years. The physical characterization and the geotechnical tests were performed to determine the composition and the engineering properties of MSW respectively. The presence of moisture content in the fresh waste was 49.5±1.05% but for the degraded (or old) waste it varied between 39.8 to 51.6%. The specific gravity of fresh and old waste varied between 1.83±0.05 and 1.85 for 6 months old waste and 2.28 for 5-6 years old degraded waste respectively. The maximum dry density (MDD) was observed to be 4.28 kN/m2 for fresh waste at the optimum moisture content (OMC) of 78.1% and 4.47 kN/m3 for 6 months old waste and 6.25 kN/m3 for the degraded waste of 5-6 years at 80.2, 85.4% of OMC respectively. The hydraulic conductivity (k) of MSW was found to be decreasing with the degradation of MSW and the overburden pressure whereas the shear strength increased along with the degradation of the waste. The cohesion (c) and angle of internal friction (φ) increased respectively from 31.2 kPa(fresh) to 38 kPa(degraded) and 14° to 22° with the increase in waste degradation. The compression ratio of fresh waste was within the ranges of 0.19-0.29 and for degraded MSW it varied between 0.12 for 6 months old waste and 0.17 for 5-6 years old degraded waste respectively.

scholarly journals Technical and Environmental Impacts of Coal Waste Used as a Soil Stabilizer in Construction Projects of Forest Roads

2021 ◽  
Vol 42 (3) ◽  
Author(s):  
Sara Mansouri ◽  
Mehran Nasiri ◽  
Amir Modarres
Keyword(s):  
Environmental Analysis ◽  
Soil Stabilization ◽  
Liquid Limit ◽  
Soil Conditions ◽  
Coal Waste ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Forest Roads ◽  
Waste Products ◽  
Soil Stabilizer

Many pozzolans are waste products from industrial processes. Every year a huge amount of coal waste is gathered from the coal washing plant in the Hyrcanian forests of Iran. These materials can be used for soil stabilization in construction and maintenance projects of forest roads. This paper aims to (a) investigate the role of coal waste (CW) as a soil stabilizer and (b) determine the changes in soil specification regarding the environmental pollution in different combinations of materials (soil, lime (4 and 6%) and CW (3, 6, 9 and 12%)). For this purpose, different technical and environmental analysis and laboratory tests were performed. Technical tests showed that the soil liquid limit and maximum dry density decreased with an increase in lime and CW contents. Addition of CW could increase the soil CBR, UCS and OMC. According to XRD test, the addition of CW and lime can increase the size of crystals in stabilized soil samples. Environmental analysis showed that the use of stabilizer significantly reduced the concentration of heavy metals such as Cd, Cr and Pb. Also, all of the metal concentrations leached from samples satisfied the required criteria, but the addition of lime and CW increased the concentration of N, P, and K. These changes can increase the invasive species consistent with calcareous soil conditions along the roads. According to the results, the combination of coal waste and lime can be one of the best methods for in situ remediation. It would, however, be better to use a minimum amount of stabilizer in pavement layers of access roads due to environmental sensitivity.

Evaluation of Suitability of Red Clay from Selected Areas of Gercus Formation, Sulaimaniyah, North Iraq, for the Construction of Embankment Dams

2021 ◽  
pp. 3417-3427
Author(s):  
Amera I. Hussain Hussain ◽  
Ibraheem I. Ibraheem
Keyword(s):  
Ph Value ◽  
Soil Classification ◽  
Liquid Limit ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Red Clay ◽  
Embankment Dams ◽  
Filling Materials ◽  
The North ◽  
Geotechnical Assessment

      In this research, a geotechnical assessment was conducted for clay of the Gercus Formation to determine its suitability for embankment dams. The selected area is located in the north of Iraq. Six samples were collected from two sites in Dokan (Sulaimaniyah) and Haibat Sultan mountain (Koysinjaq), three samples each. Various geotechnical (physical, mechanical and chemical) tests were conducted based on standard specifications.      The results of the grain size test of clay samples showed their conformity with Zone C curves and their suitability for the construction of embankment dams, according to the Iraqi standard for roads and bridges.  The results of the plasticity limits test showed that the soil is made of fine, low plasticity silt (ML), and low plasticity clay (CL), according to the unified standard soil classification. The water content and plasticity limit tests (liquid limit, plastic limit, and plasticity index) demonstrated that these clays are conformable with the limits of the Iraqi standards. The results of the modified compaction test found a maximum dry density value of 1.962 g/cm3 with an optimum moisture content of 11.5%. The results of the permeability index (K) revealed low permeability according to the Das classification and, therefore, showed the suitability of the samples as raw filling materials in the construction of dams. Chemical tests (sulfate content, organic materials content, total dissolved salts, gypsum content, and pH value) showed compatibility with the requirements for the use in dams construction under the Iraqi standard (SoRB/ R5).

scholarly journals Influence of Submergence on Stabilization of Loess in Shaanxi Province by Adding Fly Ash

2018 ◽  
Vol 9 (1) ◽  
pp. 68 ◽  
Author(s):  
Samnang Phoak ◽  
Ya-Sheng Luo ◽  
Sheng-Nan Li ◽  
Qian Yin
Keyword(s):  
Fly Ash ◽  
Construction Materials ◽  
Liquid Limit ◽  
Atterberg Limits ◽  
Shaanxi Province ◽  
Sustainable Construction ◽  
Dry Density ◽  
Curing Time ◽  
Maximum Dry Density ◽  
Swell Potential

In this study, the influence of fly ash (FA) content (0%, 10%, 20%, and 30%) on the alteration in the physical and mechanical parameters of loess is investigated. The influences of curing time (0, 14, and 28 days) and submergence and non-submergence conditions are analyzed as well. Analysis considers the variation in Atterberg limits (liquid limit, plastic limit, and plasticity index), compaction parameters (optimum moisture content (OMC), and maximum dry density (MDD)), unconfined compressive strength (UCS) stress, UCS strain, California bearing ratio (CBR) value, and swell potential. Results show that the application of FA-stabilized loess (FASL) is effective. Specifically, the MDD decreases and the OMC increases, the UCS stress increases and the UCS strain decreases, the CBR value improves and the swell potential declines, but Atterberg limits are insignificantly changed by the increase in the FA ratio compared with those of untreated loess. The UCS stress and CBR value are improved with the increase in curing time, whereas the UCS strain is negligible. FASL under submergence condition plays an important role in improving the effect of FA on the UCS stress and CBR value compared with that under non-submergence condition. The UCS stress and CBR value are more increased and more decreased than the UCS strain in submerged samples. Therefore, the application of FASL in flood areas is important for obtaining sustainable construction materials and ensuring environmental protection.

scholarly journals An Investigation into the Cause of Road Failure Along Sagamu-Papalanto Highway Southwestern Nigeria

2021 ◽  
Author(s):  
OYEM EMMANUEL UBIDO ◽  
Igwe Ogbonnaya ◽  
Bernadette Uche Ukah
Keyword(s):  
Construction Materials ◽  
Road Construction ◽  
Linear Shrinkage ◽  
Liquid Limit ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Southwestern Nigeria ◽  
Low Resistivity ◽  
The Road ◽  
Cause Of Failure

Abstract Investigation into the cause of road failure has been carried out along a 60km long Sagamu –Papalanto highway southwestern Nigeria. Geochemical, mineralogical, geotechnical and geophysical analyses were conducted to evaluate the cause of failure along the study area. The results of the laboratory tests showed that the percentage amount of fines ranges from 12-61.3%, natural moisture content from 6.8 to 19.7%, liquid limit in the range of 25.1-52.2%, linear shrinkage between 3.96 to 12.71%, plastic limit ranges from 18.2-35%, plasticity index ranges from 5.2 to 24.6%, free swell in the range from 5.17 – 43.9%, maximum dry density ranges from 1.51 -1.74g /cm3, specific gravity ranges from 2.52-2.64 and CBR between 3-12%. The Cone Penetrometer Test (CPT) shows a resistance value of 20-138 kgf/cm2. The major clay mineral that is predominant in the studied soil is kaolinite. The major oxides present are SiO2, Al2O3, Fe2O3, K2O, Na2O, MgO and CaO. The result of the 2D Electrical Resistivity Imaging revealed a low resistivity values for profile 2 and 3 ranging from 100 Ωm – 300 Ωm, between a distance of 20m – 240 m along the profile to a depth of 7.60m and a low resistivity value ranging from 50 Ωm – 111Ωm, between a distance of 80 m –120 m along the profile to a depth of 15m. It was concluded that the low CBR, low MDD and the class of subsoils namely A-26, A-7, A-2-7 (clayey soils) which were identified are responsible for the cause of failure experienced in the study area. These makes the soils unsuitable as road construction materials and hence, there is need for stabilization during the reconstruction and rehabilitation of the road.

scholarly journals Pengaruh Penggunaan Pasir Putih Sebagai Bahan Tambah Untuk Stabilisasi Tanah Desa Bangkuang Kabupaten Barito Selatan

2019 ◽  
Vol 3 (2) ◽  
pp. 1-7
Author(s):  
Syahdi Syahdi ◽  
Muhammad Suhaimi
Keyword(s):  
Moisture Content ◽  
Soil Properties ◽  
Liquid Limit ◽  
Optimum Moisture Content ◽  
Plasticity Index ◽  
Dry Density ◽  
Maximum Dry Density ◽  
White Sand ◽  
Research Activities ◽  
The Many

Tanah merupakan salah satu dari sekian banyak material yang bervariasi (heterogen) antara satu lokasi dengan lokasi yang lain., maka dalam penelitian ini melakukan penambahan material pasir putih yang kemudian dicampurkan dengan tanah asli yang berasal dari desa Bangkuang Kecapamatan Karau Kuala Kabupaten Barito selatan. Kegiatan penelitian dilakukan di laboratorium Geoteknik dan Transportasi Politeknik Negeri Banjarmasin meliputi beberapa metode pungujian dilakukan sesuai dengan standar penelitian yaitu: SNI 03-1965-2008, SNI 03-1964-2008, SNI 03-1967-2008, SNI 03-1965-2008,SNI 03-1743-2008 SNI 03-1738-2011, dan SNI 2828:2011.  Hasil penelitian, dengan penambahan pasir putih sangat berpengaruh terhadap perbaikan sifat – sifat tanah yang akan digunakan untuk bahan stabilisasi subgredre,   maka didapat nilai sifat-sifat tanah diberi bahan pasir putih (0%) meliputi; kadar air (W) 23,87%, berat jenis (Gs) 2,59, batas cair (LL) 33,9%, batas plastis (PL) 20,11%, plastisitas indeks (PI) 13,79%, kadar air optimum (OMC) 18,6%, kepadatan kering maksimum (dMax) 1,61 Gr/Cm3 dan CBR desain 5%. Nilai sifat-sifat tanah diberi bahan tambah pasir putih. Nilai sifat-sifat tanah diberi bahan tambah pasir putih (15%) meliputi; berat jenis gabungan (Gs) 2,62, batas cair (LL) 29,6%, batas plastis (PL) 19,52%, plastisitas indeks (PI) 10,08%, kadar air optimum (Omc) 81,5%, kepadatan kering maksimum (dMax)) 1,54 Gr/Cm3 dan CBR desain 6,1%, berat isi kering (d) 1,538 gr/cm³. Abstract Land is one of the many varied material (heterogeneous) between one site and another location., then in this research performs addition material of white sand is then blended with the native soil that comes from the village of Karau Kuala Kecapamatan District Bangkuang Barito South. Research activities carried out in the laboratory of Geotechnical and transportation State Polytechnic Banjarmasin includes several methods of pungujian conducted in accordance with the standards of research, namely: in accordance with the SNI 03-1965-2008, SNI 03-1964-2008, SNI 03-1967-2008, SNI 03-1965-2008, SNI 03-1743-2008, SNI 03-1738-2011, and SNI 2828:2011. Results of the study, with the addition of white sand is very influential towards the improvement of the nature – nature of the land to be used for subgredre stabilization materials, then obtained the value soil properties are given materials white sand (0%) include; moisture content (W) 23.87%, heavy types (Gs) 2.59, liquid limit (LL) 33.9%, limits plastis (PL) 20.11%, plasticity index (PI) 13.79%, optimum moisture content (OMC) 18.6%, maximum dry density (/dMax) 1.61 Gr/Cm3 and CBR design 5%. The value soil properties are given the added ingredient of white sand. The value soil properties are given the added ingredient of white sand (15%) include; the weight of the combined type (Gs) 2.62, liquid limit (LL) 29.6%, limits plastis (PL) 19.52%, plasticity index (PI) 10.08%, optimum moisture content (Omc) 81.5%, maximum dry density (/dMax)) 1.54 Gr/Cm3 and CBR design 6.1%, weight dry (/d) 1.538 gr/cm ³.

scholarly journals Prediction of Compaction Parameters from Soil Index Properties Case Study: Dam Complex of Upper Atbara Project

2021 ◽  
pp. 01-09
Keyword(s):  
Regression Analysis ◽  
Soil Compaction ◽  
Civil Engineering ◽  
Physical And Mechanical Properties ◽  
Liquid Limit ◽  
Atterberg Limits ◽  
Dry Density ◽  
Maximum Dry Density ◽  
Field Compaction ◽  
Microsoft Office

Soil compaction involves concretion and a relative variation of physical and mechanical properties of soils. Determining laboratory compaction characteristics such as maximum dry density (MDD) and optimum moisture content (OMC) could be vital work to manage field compaction for all earth-works structures. There are 3 necessary Atterberg limits: plastic limit (PL), liquid limit (LL), and Plastic Index (PI). The most objective of this paper is to get the relationships between compaction parameters and their Atterberg limits of fine-grained soils and to create reliable correlations. For conducting this work, forty samples are collected from a borrowed space that is found at the bank upstream of Setit watercourse. The tests of soil samples were executed at the laboratory of Dam complex of the upper Atbara project. To perform this work, the Microsoft Office Excel software was exercised for the regression analysis of compaction parameters and Atterberg limits. Several trials were created to get the relationships between Atterberg limits (LL, PL, and PI) with the compaction parameters (OMC, and MDD). From the regression analysis, it's found that OMC and MDD have an excellent relationship with the LL other than the PL and PI. It had been observed that the (OMC) has an excellent correlation with (MDD) other than the remaining parameters. From this work, it's going to be suggested to use the soil compaction properties and Liquid Limits' correlations attributable to their reliable results compared with the other correlations. The result of the paper may be helpful and applicable in numerous civil engineering sectors, particularly for preliminary investigations and prefeasibility studies of various civil engineering works.

scholarly journals Geoelectrical and Geotechnical Characterization of Different Types of Soil in Ede, Osun State, Nigeria

2021 ◽  
Vol 6 (2) ◽  
Author(s):  
Wilfred N. Igboama ◽  
Olaide S. Hammed ◽  
Maruf T. Aroyehun ◽  
Nicholas U. Ugwu
Keyword(s):  
Organic Soil ◽  
Electrode Spacing ◽  
Dry Density ◽  
Sieve Analysis ◽  
Maximum Dry Density ◽  
Geotechnical Investigations ◽  
Different Types ◽  
Geoelectrical Resistivity ◽  
Wenner Array

Geoelectrical and geotechnical investigations were carried out to characterize soils from different locations in Ede, Osun State, Nigeria for engineering purposes. Wenner electrode configuration technique was deployed in carrying out the geoelectrical survey of about 40m for each profile. The data analysis was approached by plotting the apparent conductivity against electrode spacing (s) and the result was interpreted.  The geoelectrical resistivity survey revealed locations 1 and 2 with resistivity values of 25.01-419.22ohm-m (conductivity 0.002 - 0.194 (ohm-m)-1and 5.5-1246.57 ohm-m (conductivity = 0.0002 - 0.001 (ohm-m)-1) respectively could be classified as clay. Sample 3 recorded a resistivity value of 1.00- 22,787.39 ohm-m (conductivity= 0.00004- 1.00 (ohm-m)-1) thus, was classified as silt/sand respectively. Soil  from the said different locations in Ede, Nigeria, were tested in the Laboratory for certain properties like Atterberg limits, specific gravities, sieve analysis, compaction test, etc and the results showed that samples 1, 2 and 3 have specific gravity values of 2.50, 2.13 and 2.40 respectively and could therefore be referred to as organic soil. Samples 1, 2 and 3 have maximum dry density (MDD) of 1.45g/cm3­, 1.92g/cm3, 1.95g/cm3 and optimum moisture content (OMC) of 15.40%, 13.36% and 9.61% respectively. The analysis conducted in this study revealed that the soil type found in Ede, Nigeria could be classified as silt-clay, sandy clay, clay and sand.Keywords- Electrical conductivity, Characterization, Compaction, Plasticity, Wenner array.

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