The global shift toward sustainable construction calls for eco-friendly alternatives to traditional materials. While steel reinforcement in concrete offers high strength and durability, it has significant environmental and economic drawbacks. Bamboo, a fast-growing and renewable material, is a low-cost, eco-friendly option, but concerns about its structural performance have hindered its widespread use. This study examines the structural performance of concrete beams reinforced with steel (SRC), bamboo (BRC), and hybrid steel-bamboo combinations (HYB-1 and HYB-2). It assesses ultimate failure load, load–deflection curves, failure modes, and crack patterns to explore their viability as sustainable alternatives. Beams measuring 150 × 150 × 750 mm were tested experimentally and simulated using ABAQUS software under three-point bending. SRC beams had the highest ultimate failure load (104.67 kN) and deflection (8.6 mm). BRC beams had the lowest failure load (17.97 kN), a decrease of 82.9

The utilization of recycled brick tile powder as a replacement for conventional filler in the asphalt concrete mix has been studied in this research. This research evaluates the effectiveness of recycled brick tile powder and determines its optimum replacement level. Using recycled brick tile powder is significant from an environmental standpoint as it is a waste product from construction activities. Sixteen asphalt concrete samples were produced, and eight were soaked for a day. Samples contained 5% Bitumen, 2% to 5% brick tile powder, and conventional stone dust filler. The properties of samples were evaluated using the Marshall test. It was observed that the resistance to stiffness and deformation of asphalt concrete was increased by 99% when the conventional filler was replaced with brick tile powder. The resistance to deformation decreases as the percentage of brick tile powder increases while Marshall stability values increase significantly. At an optimum content of 4% recycled brick tile powder as filler, the Marshall stability is increased by 123%. Based on this investigation, it is established that brick tile powder can be effectively used in asphaltic concrete as a filler. This presents a sustainable solution to waste utilization and pavement performance.

This research seeks to evaluate the geo chemical classification of Ekiti State Soils and examine its suitability for road works the study area was divided into three districts thus: Ekiti Central Senatorial Districts (Ekiti Southern Senatorial Districts (ESSD) and Ekiti Northern Senatorial Districts (ENSD).A total of 480 samples were obtained with 160 samples from per districts.Laboratory tests such as Chemical and Geotechnical test were analyzed.The results showed that soil index properties classified the soils of the ECSD into four classes as A-2-4, A-2-6, A-2-7 and A-7-5, the ESSD into Eight as A-2-4, A-2-5, A-2-6, A-2-7, A-4, A-5, A-6 and A-7-5 while ENSD were classified into Six classes as A-2-4, A-2-5, A-2-6,A-2-7, A-6 and A-7-6 respectively.The chemical test showed ECSD has the purest, finest and most economically valuable clay mineral among others and also grouped the districts soils into three classes as: Laterite soil, Lateritic soil and non-Lateritic soil.It is concluded that the soils found in the study area are adequate for Civil engineering works particularly samples from ECSD while other districts will also be adequate if treated with additives to improve their geotechnical properties.

Carbon Fiber Reinforced Polymer (CFRP) is a material of choice in the structural strengthening of reinforced concrete (RC) elements. In order to strengthen RC elements, CRFP is bonded externally to RC elements using adhesives. This paper investigates the effect of varying adhesive bond thickness on the moment capacity of CFRP strengthened RC beams in flexure. Thirty-eight (38) Reinforced concrete beams (1.2m length) were cast in the laboratory and their failure loads and corresponding moment capacities obtained when the adhesive bond thickness between the CFRP wraps and RC beams were varied. This paper examines the comparison between flexural moment capacities obtained experimentally and the predicted moment capacities using a theoretical procedure set out in AC440-2R-17 after structural strengthening with CFRP. It was observed that the adhesive thickness had a significant effect on the flexural capacity of strengthened beams. As the adhesive thickness increased beyond certain thresholds, the flexural capacity of strengthened beams reduced. At the optimum adhesive thickness threshold, the ACI 440-2r-17 procedures could predict to high accuracy the moment capacities of strengthened beams.

Hollow cylindrical and truncated conical shells depict enhanced torsional and shear resistance compared to beams and plates and are ubiquitously used in structures in aeronautics, submarines, wind turbines, pressure vessels, and transmission pylons. Upon extensive localised blast, these elements undergo local and global deformation and failure. The detrimental damage to the shell depends on the stand-off and charge mass and is proportional to the emerged local dynamic stresses and inelastic deformations. Large localised translations relocate the structure’s original pivot point and induce global rotations about the new one which raises the probability of structural collapse. In this work, we examine large plastic deformations of hollow cylindrical and truncated conical shells subject to a range of pulse pressures emanated from high explosives. Fluid-Structure Interaction (FSI)-based Finite Element (FE) models were developed to discern the characteristics of blasts at various stand-offs and functions were proposed to link load parameters to structural, material, and geometric properties.

The use of carbon fiber reinforced polymer (CFRP) for shear strengthening of reinforced concrete (RC) elements has grown significantly over the last few decades. The effectiveness of a CFRP strengthened system depends primarily on the bond strength between the CFRP and RC substrate. Since cost of CFRP and bond materials (epoxy adhesive) is relatively high, it is important to reduce CFRP bond surface area to RC when carrying out structural strengthening. This paper reports the effect of bond surface area on the shear strength of RC beams externally bonded with CFRP. Seven RC beams were investigated. One of the beam specimens was not strengthened and was used as a reference. The remaining six beams were strengthened with 200 g/m2 and 300 g/m2 CFRP fabrics with three different bond surface areas, i.e., 0.15 m2, 0.2 m2 and 0.25 m2 in a U-wrap configuration. Static bending tests were performed on all the beams. Results show that the CFRP's contribution to shear strength increases as the bond surface area increases. Results also show that the shear strength of the RC beam was increased by 45% due to the presence of CFRP. Fundamentally, this work presents a parametric study to guide engineers on how shear strength and corresponding ductility of beams can be increased with an optimal configuration of the bond surface between CFRP and RC elements. An optimal and cost-effective configuration is proposed for carrying out nominal shear strengthening of RC elements after construction, especially in cases where the construction engineer has concerns about the shear stirrups provided before casting.

In this study, author attempted to establish a correlation between soil physical parameters and California Bearing Ratio of lateritic soils using advanced mathematical techniques such as the Support Vector Machine (SVM), Random Forest (RF), M5 tree, multiple linear regression, and Artificial Neural Network. A total of 480 soil samples were collected and separated into a data set using training and validation of the generated models based on the main soil parameters of Liquid Limit (LL), Plastic Limit (PL), Natural moisture content (NMC), Specific gravity (GS), Fines (F), Gravel, and Sand. The Principal Component Analysis (PCA) was used to minimize the dataset's huge dimension, and the approximate sum of the first four principal components (PC) captured 88 percent of the variability in the response variable with just 12% information loss. The RMSE values of 21.6, 21.23, 295.67, 7.03, 14.54 and 24.43,24.59,326.49,8.63,17.71 are from the MLR, ANN, MS Tree, RF, and SVM models for SCBR and USCBR values, respectively. For SCBR and USCBR, random forest (RF) yielded the lowest values of 7.03 and 8.63, respectively. Similarly, the R values range from 0.1 to 0.94 and 0.01 to 0.92, indicating that the anticipated and real SCBR and USCBR are related. The Random Forest Model for SCBR and USCBR was shown to be the best by the correlation coefficient values, while the MS tree model for SCBR and USCBR was determined to have the lowest coefficient of determination R2. As a result, it can be concluded that Random Forest provided the best Soaked and Unsoaked CBR model based on the dataset, while MS tree provided the poorest model. The model is a valuable tool for evaluating the subsurface indices of a civil engineering site at the preliminary planning stage before final structural design for the substructures, as the anticipated soil parameter values are within permitted accuracy.

In order to optimise the benefits of oil and gas resources, Local Content Regulations (LCRs) have escalated in the last 15 years among oil-rich economies. In Nigeria, the Nigerian Oil and Gas Industry Content Development Act (NOGICDA) gives the Nigerian Content Development and Monitoring Board (NCDMB) the rights to drive policies and set targets for the growth of Nigerian Content (also known as local content) in the oil and gas industry. Despite the increased in-country engineering capacity observed as result of NOGICDA, the non-disclosure of basic details of contracts in the oil and gas industry creates difficulties in accessing local content contribution to Nigeria's Gross Domestic Product (GDP). Thus, a simple model based on in-country spends is proposed for the estimation of change in GDP as result of increased contracts to Nigerian companies. This proposed model is used to estimate the impact of Shell Companies in Nigeria (SCiN) spend on local contractors since 2010. The study is limited to SCiN since it has consistently published the total value of contract awarded to Nigerian companies since 2010. A yearly contribution of $5.6 billion to Nigeria' GDP is estimated as a result the contracts awarded to Nigerian companies by SCiN.

This paper presents the results of carbon fibre reinforced polymer (CFRP) fabric surface area and bond thickness variation in shear strengthening of the reinforced concrete beam. Fifteen (15) single-span reinforced concrete beams with a span of 1100mm, and a cross-sectional area of 100mm x 150mm were subjected to static loading. Two 10mm and two 8mm diameter steels were provided at each beam sample's bottom and top. the depth of the internal steel reinforcement was 135mm. Two Carbon Fiber Wraps (also known as carbon fibre reinforced polymer fabric) of thickness 200g/m2 (0.111mm) and 300g/m2 (0.167mm) were bonded to the longitudinal axis on 1 side and 2-sides with 2mm, 4mm, 6mm, and 8mm adhesive thickness. the glue applied in this investigation was a mortar-like structural two-part Sikadur (R)-31 epoxy adhesive. 6 mm diameter shear links were introduced at 220 mm centre to centre in a constant moment region to ensure sliding failure developed in the shear region. One of the beams was a reference sample and not bonded with CFRP fabrics. the remaining samples were investigated to ascertain the response of various FRP surface areas and bond thickness variation to the shear strength of the beams. Each beam sample was supported and loaded with a two-point load positioned at one-third of the beam length. A hydraulic jack with a loading capacity of 200kN was used to apply the load. Vertical displacements at mid-span were measured using a dial gauge. the results show that the CFRP fabric to bond thickness ratio for RC beams strengthened along the longitudinal axis on 1-side and 2-sides should not be greater than 0.075; reinforced concrete beams strengthened along the longitudinal axis on both faces with the same surface area as the single face performed better than RCC strengthened on single. This improved performance can be ascribed to stress distribution via the bond on both sides rather than just one, which increases its shear capacity. Furthermore, beams strengthened with carbon fibre reinforced polymer fabric along the longitudinal axis lower stiffness while greatly reducing the surface area of CFRP while still reaching the requisite shear strength.

Machine learning techniques such as the Support Vector Machine (SVM), Random Forest (RF), M5 tree, Multiple linear regression and Artificial Neural Network wasadopted to correlate soil physical parameters and California Bearing Ratio (CBR) of soils for Soaked (SCBR) and Unsoaked (USCBR).Four hundred and eighty (480) soil samples were obtained and divided into data set using training and validation of the developed models from some basic soil parameters.Principal Component Analysis (PCA) was implemented to reduce the large dimension of the data set an the actual and predicted values from the models using Root Mean Square Error (RMSE) and coefficient of determination R 2 , it showed RMSE as 21.6, 21.23, 295.67, 7.03, 14.54 and 24.43,24.59,326.49,8.63,17.71are from; MLR, ANN, MS Tree, RF, and SVM model for SCBR and USCBR values respectively.The least values 7.03 and 8.63 were observed from random forest (RF) for SCBR and USCBR.Similarly, the R values ranges between 0.1 -0.94 and 0.01 ─0.92 which established the relationship among the predicted and the actual SCBR and USCBR.The correlation coefficient values showed the Random Forest Model for SCBR and USCBR as the best, while the model having the least coefficient of determination R 2 is the MS tree model for both SCBR and USCBR respectively.

Adoption of a good estimation model for the prediction of sub soils properties before the commencement of a construction project, or at the preliminary stage of project planning is highly imperative. This will mitigate the most unexpected costs incurred during construction which are mostly geotechnical in nature. This research aims to use Machine Learning ML tools such as Multiple Linear Regression (MLR) Artificial Neural Network(ANN),Support Vector Machine(SVM), Random Forest(RF) andM5 Tree (M5P) in geotechnical Engineering with a view to correlate Optimum Moisture Content(OMC), Maximum Dry Density(MDD) and Soaked California Bearing Ratio(SCBR) and Unsoaked California Bearing Ratio (USCBR) from the measured index properties. The results from index properties classified the soils of the study area as A-2-4, A-2-6, A-2-7 and A-7-5 for Ekiti Central Senatorial Districts (ECSD) and A-2-4, A-2-5, A-2-6, A-2-7, A-4, A-5, A-6 and A-7-5 for Ekiti South Senatorial Districts ( ESSD) while Ekiti Northern Senatorial Districts (ENSD) were classified as A-2-4, A-2-5, A-2-6, A-2-7, A-6 and A-7-6. Conversely. The strengths of the developed Machine Learning models have been examined in terms of regression coefficient (R 2 ) and Root Mean Square Error (RMSE) values. It is found that all the five ML models predict OMC %, MDD, SCBR and USCBR close to the experimental value. However, the prediction of OMC %, MDD, SCBR and USCBR by RF is found better than other ML models deployed in this research. DOI: 10.7176/CER/14-3-04 Publication date: May 31 st 2022

This paper investigates the relationship between soil physical properties and the Un-soaked California Bearing Ratio (USCBR) of soil found in Ekiti State Central Senatorial District (ESCSD), which includes Natural Moisture Content (NMC%) Percentage Fines, Specific Gravity (SG) and Consistency Limits (LL%, PL%, & PI %). The database was prepared in the laboratory by conducting tests on ninety-nine (99) soil samples which were obtained in a burrowed pit found in the Central Senatorial District of Ekiti State. An R version 4.0.5 and R studio version 1.2.5033 was used to analyze the Artificial Neural Networks (ANNs) and Least Square Regression (LSR) in order to develop a simplified CBR model. In both models, independent layer containing six nodes (soil physical properties) and the dependent layer containing a single node (i.e. CBR) were taken. The descriptive analysis for training and testing was performed; boxplots of the variables were plotted and; sensitivity analysis was carried out. The capacity of the developed equation was evaluated in terms of error metrics MSE and RMSE. The analysis showed that both ANN and MLR models predicted CBR close to the laboratory value. However, the model without the percentage passing sieve 200 (MIC) is the best, having Akaike Information Criterion and Bayesian Information Criterion values of 614.1707 and 627.5754 respectively, from the error metrics analysis, the results showed that PL and LL are the most influential variable that affects the developed CBR model's output. From the foregoing its concluded that the study has shown a relationship between the CBR value of Ekiti Central Senatorial District soil and its basic soils properties using machine learning techniques, also the developed CBR model will be useful tool to Civil engineers, geotechnical engineers and construction industry within the study area particularly in their preliminary stage of their project.

The research work investigated the potential use of exudates/resin to curb the surface and mechanical properties of the indentation from corrosion attack on reinforcing steel of both non-coating and exudates/resin coated samples after 360 days immersion in 5% NaCl solution. The obtained results maximum percentile failure bond load values of controlled samples are 64.308% against corroded -35.029% and the coated 68.823%. The differential maximum values computed of the average and percentile ranges of failure bond load are controlled (2.492kN and 14.869%) against corroded samples values are (0.806kN and 5.738%), coated are (2.492kN and 14.907%. The differentially potential maximum failure bond loads, as well as comparative values of maximum deflective values over-controlled and coated samples. The peak percentile bond strength values for comparison recorded are controlled 46.996% against corroded and coated -34.33% and 72.41%. The differential computed average and percentile values are controlled 1.409MP and 19.463% against corroded 0.276 MP and 7.669%, coated values are 1.408 MP and 20.134%. From the values obtained, the corroded samples exhibited a pullout bond strength compared to the increased values for the values of the coated samples and the controlled samples with pullout bond strength. The maximum recorded average and percentile values of controlled 86.42% against corroded and coated samples of -27.728% and 80.247% and with differential recorded values of the controlled 0.024mm and 42.379% against corroded values of 0.007mm and 16.793% and coated values 0.024mm and 41.881%. The maximum percentile values obtained for comparison among the investigated samples showed that the corroded exhibited lower slippage and reduced percentile values and low load application to failure, while coated samples exhibited higher slippage, and increased values. The obtained computed results of the nominal reinforcing steel with no traces of corrosion effect is 100%, the comparative results after corrosion and the potential differential values of the tested samples showed percentile values reduction in corroded samples resulting from induced effect from corrosion while the coated samples exhibited a potential increase in volumetric based on varying coating thicknesses. It can be seen that the diameter of uncoated decreased by the maximum value of 0.596% and coated increased by 0.674%, for the crosssectional area, corroded has maximum reduction value -13.251% and coated increased by and 15.275%, weight loss, and gain are corroded -20.31% decreased (loss) and coated 29.25% increase (gain). Indication as analyzed from the experimental work showed that the effect of corrosion on uncoated concrete cubes caused diameter and cross–sectional area reduction and weight decrease while coated concrete cubes have diameter and cross–sectional area increases and weight gain resulting from the varying thickness coated to reinforcing steel.

Deterioration of reinforced concrete structures in marine environments is typically related to external retailers inclusive of chlorides that penetrate concrete causing harm. Corrosion products are relatively porous, susceptible, and often form around reinforcing metal, accordingly decreasing the bond between the reinforcement and concrete. This study evaluated the effect of using an extruded obtained from Perseus americana obtained from tree trunks as an inhibitor against corrosion attack on reinforced concrete structures in coastal zones with high salt concentrations and aggravated conditions. The extracted exudates/resin was coated to reinforcing steel and embedded in a concrete slab which is exposed to a corrosive medium with a high salt concentration The results of half-cell potential measurements maximum yields of the controlled and coated samples were -103.73 mV and -108.61mV, which showed the relationship between corrosion potential and probability in the Ecorr > 200mV as reference range. The potential results from Ecorr show that the value of the controlled and resin-coated sample with a 90% probability of no corrosion on reinforcing steel observed during the measurement is low (10% risk of corrosion, i.e. an average of 10% for the sample without coating gets the maximum value of 336.54mV, the result lies in the correlation reference value between the corrosion potential value of −350mV ≤ Ecorr ≤ −200mV, indicating a high-value range of 10% or indicating corrosion uncertainty. Comparatively, the results from the reference range (controlled) indicate that the sample is corroded due to the induced corrosion acceleration relative to the coated sample that the exudates/resin exhibits inhibitory properties against corrosion attack on reinforcing steel embedded in a concentrated re-plate which is exposed to a corrosive medium by forming a resistive layer. The maximum computed percentile of the controlled sample concrete resistivity is 66.23% compared to the corroded and coated values of -41.71% and 76.82% and the maximum controlled differential percentile is 2.71% compared to the corroded and coated value of 1.74 % and 5.28%. The results of the controlled and layered concrete resistance samples obtained the maximum average values of 15.2 kΩcm and 16.21 kΩcm with data values of 10 <ρ <20 (low) compared to the corrosion value of 9.21 kΩcm with Specifications 5 <ρ <10 (high) and with the reference range of the relationship between concrete resistance and corrosion probability, the corrosion probability was significant (ρ < 5, 5 < < 10, 10 << 20, > 20) for very high, high, low to moderate and low, for possible corrosion. From the comparative of coated and corroded samples, the maximum value obtained in both samples clearly shows the value of the coated sample with a range of 10 < 20, which classifies the range of values from low to moderate, with a significant indication of the possibility of corrosion. The maximum value of the corroded sample is in the range of 5 <10 which indicates high, signs indicating the presence of corrosion probability. The computed maximum percentile values of the controlled yield strength are 8.75% against corroded and the coated value of 7.2% and 8.81%, respectively, and the possible differential values are 0.05% controlled 0.89% corroded and 1.05 % coated. The controlled tensile strength is 2.885% compared to the corroded and coated values 3.168% and 2.828% and the possible differential values are 0.19% controlled, 0.077% corroded and 0.039% coated. The comparative results show that the low load carrying capacity is caused by the effect of corrosion attack on the uncoated (corroded) elements, which damage the reinforcing steel fibers, ribs, and passive formation and surface modification. The maximum value computed from the percentile coated 0.049% against corroded -0.975% and 1.992%, the percentile differential in corroded 0.023% against coated 0.054%. For comparative, the results of the corroded samples showed reduction and reduction values compared to the diameter of the reinforcement before and after the induction accelerated corrosion test with a percentile range to reduce the value from 0.049% to -0.975% and the average value in the range of 11.95 mm to 11. 91 mm. The aggregate results show that the corrosion effect causes a reduction in weight/weight reduction in the corroded samples compared to coatings with a percentile exposure and an average increase, resulting in a small increase in the volume of the coating thickness.

Aggregates, though considered inert, are the primary components that define concrete’s thermal and elastic properties. It has been shown that factors such as maximum aggregate size, grading, shape, strength, water absorption capacity of coarse aggregates affect the properties of concrete. However, improper grading of coarse aggregate could have adverse effect on the amount of cement and water requirement for concrete production. Thus, impacting on the workability, pump-ability and durability of concrete. By maintaining a slump of 50 mm, the effect of varying sizes of coarse aggregates – 10 mm, 14 mm, 20 mm, and combination of these sizes – on the mechanical properties of concrete was obtained. Aggregates, which were used in this work, were sourced from quarries located in Auchi area of Edo State and had impact values between 16% and 28%. It was observed that the higher the coarse aggregate sizes the lower the water – cement (w/c) ratio required to obtain adequate workability. Also, the compressive strength of concrete was observed to be a function of the size of the coarse aggregates used in the concrete mix. It was observed that concrete made with equal proportions of 10 mm and 14 mm coarse aggregate had lower strengths compared to concrete made with 14 mm and 20 mm aggregates. This implies that combination of large sizes of aggregates produced stronger concrete when compared to combinations of smaller sizes of aggregates. It was also observed that density of concrete increased with increasing size of aggregates.

Ductility is the ability of a system to sustain large deformations beyond its yield point without breaking or failing. Eurocode 8 makes allowance for receipt of seismic forces using the damping capacity of ductile members. This allows for the absorption of energy and helps increase the amount of energy absorbed by ductile structures before failure. This paper investigates the maximum ductility locally sourced steel rebars in Benin City structure can sustain without damage by establishing parameters that influence ductility. Tensile tests were conducted for rebar sizes of 10 mm, 12 mm, and 16 mm diameters, which were sourced from three different vendors within Benin City, Nigeria. The strain-hardening ratio Stu/Sty, i.e. the ratio of tensile strength Stu to yield strength Sty, and the elongation at maximum tensile force Agt were investigated in order to determine plastic deformation capacity and the degree of ductility of these rebars. A numerical model – the modified Ramberg- Osgood and Rasmussen equations – was modified in order to predict the experimentally obtained ductility parameters of these locally sourced rebars. The model collaborates well with experiments and could be used to establish ductility parameters of local rebars. Also, ductility test results showed that strain hardening ratios and elongation were relatively low (Recommended strain hardening ratio of rebar for seismic design is 1.15) and this could result in reinforced concrete structures made with these rebar exhibiting moderate ductility, i.e. a moderate plastic deformation capacity which might not have sufficient energy absorbing capacity in events of large earthquakes.

This paper examines both flexural and shear behaviour of eight full-scale (2700×160×100-mm) reinforced concrete rectangular beams subjected to one-third point load. Two types of beams were investigated; Type-E and Type-C. Type-E are reinforced concrete rectangular beams strengthened externally by 1.5mm thick structural steel plate glued to the tensile face with epoxy as adhesive while type-C are reinforced concrete rectangular beams without structural steel plate glued to the tensile face. An average concrete strength of 30N/mm2 at 28 days was used. Required internal reinforcement according to BS 8110-1:1997 was provided for the concrete rectangular beams. Before the beams were externally strengthened, the beam surface to be plated was gritted to take off the cement membrane and to open up the aggregates. Epoxy adhesive was applied as a paste to both the plate and concrete surfaces: the two surfaces were then put together and held in place under pressure of 3.84kN/m2 until the glue was cured. The beams were subjected to flexural testing after 28 days, using loading frame. Each of the rectangular beams support at both ends were subjected to one-third point load, deflection readings were recorded using a dial gauge at every 1.82kN increment. At ultimate load, the beams failed by a crack initiated at the bottom fiber of the beams. From the test results, an average flexural and shear strengths of Type-C beams are; 21.91N/mm2 and 1.05N/mm2 respectively, while type-E beams are; 28.91N/mm2 and 1.39N/mm2 respectively. The results of the investigation showed that flexural and shear strengths of reinforced concrete rectangular beam increased when strengthened externally by bonded steel plate. A straightforward analytical procedure was developed to validate the experiment results of type-E and type-C beams, using rectangular stress block for concrete. Experimental average failure load for beams Type-C and Type-E are 22.44kN and 29.60kN respectively while theoretical failure load for Type-C and Type-E beams are 20.86kNand 31.2kN respectively. Generally, there were acceptably fair correlations between analytical and experimental failure loads of Type-C and Type-E beams.

Consolidation is the gradual reduction in volume of a saturated soil due to drainage of some of the pore water, the process continuing until the excess pore water pressure set up by an increase in total stress has completely dissipated; the most common case is that of one dimensional consolidation. In reality, the Terzaghi’s 1-dimensional consolidation theory has been found to be highly conservative and at best only an estimation of the actual consolidation. Accurately predicting consolidation in soil has led to the development of 2-dimensional consolidation solutions. In this paper analytical solution (using the separation of variables method) have been provided for 2-dimensional consolidation equation.

The use of waste clay bricks—which are abundant in the Niger Delta Region of Nigeria – as supplementary cementitious material, would enable the construction industry utilize thousands of tons of brick blocks that would have ended up as waste or landfill materials. This paper establishes the pozzolanic properties of these waste clay bricks in terms of strength and workability. Waste clay brick powders are introduced as partial replacement for cement in this research. All tests were done in accordance with relevant British Standards. It was observed that waste clay brick, as an admixture, increases the workability and consistency of fresh concrete. Also, an 11 percent increase in compressive strength was observed with a 10 percent partial replacement of cement with waste clay brick powders. An equation is developed to capture the marginal increase in compressive strength of concrete produced with waste clay bricks, even after 28 days, for a 10% partial replacement of cement.

Adequate prediction of structures settlement is of utmost importance in order to prevent future failure of civil engineering structures due to excessive settlement resulting from an inadequate settlement prediction. In this paper, laboratory consolidation test was performed on five different clay samples from different locations to determine the soil consolidation in terms of pore water pressure. A formulation of Finite Element (FE) method was also developed for solving one-dimensional consolidation problem and its validity checked out. The one-dimensional consolidation differential equation was solved using finite element analysis by Rayleigh-Ritz method to obtain an approximate solution and ten elements were used to discretize the domain. MATLAB program was used to write the finite element codes. Considering the graphs generated from the MATLAB program which compares the consolidation behavior of the soil sample from analytical and numerical point of view, it is seen that there is a good agreement between Terzaghi’s exact solution to consolidation behavior of soils and numerical solution using the finite element method.