This study demonstrates an experimental approach for direct measurement of RC elastic modulus. This work considered the transformed moment of inertia as an input variable. The planned laboratory study involves subjecting reinforced concrete beams with varying reinforcement ratios from 0.43% to 1.77% and grades of concrete (M7.5, M10, M15, M20) to bending tests. Two equations for elastic modulus determination were developed based on beam theory. The first crack load and the corresponding deflection were measured from the load-deflection curve. The uncracked transformed moment of inertia (Iun,tr), cracking moment (Mcr), and deflection ( at first crack were computed. By substituting the Mcr, and Iun, tr into the deflection equation based on the test setup, the elastic modulus (E) of RC was determined. Results showed that as the concrete grade increases, so does its modulus of elasticity, and it demonstrated a direct correlation between the increase in concrete grade and its modulus of elasticity. It was also observed that as the percentage of reinforcement increases, the elastic modulus of RC increases due to increased flexural stiffness. The derived equations were able to accurately compute the elastic modulus capturing the composite behavior of concrete and reinforcement.

The research work explored empirical relationships between shear wave velocity (Vs) and other in-situ test results, formulating a predictive model to estimate Vs from fundamental soil characteristics. Undisturbed soil samples were collected from 5 sites in Rivers State, Nigeria and tested for index properties including liquid limit, plastic limit, and specific gravity. Direct Vs measurements were made using downhole tests. An empirical correlation model was formulated relating Vs to shear modulus, bulk density, and depth, achieving an R2 of 0.963. The soils were classified as low plasticity silts and silty clays, with liquid limits of 26.9–31.1%, plasticity indexes of 8.2–9.3%, and specific gravities averaging 2.67. Undrained shear strengths varied from 10.8–16.3 kPa with effective friction angles of 25–32 degrees. The developed Vs predictive model correlated well with NEHRP site classifications, providing insight into seismic site response. Liquefaction triggering analysis using the Vs data indicated Sites S1-S3 are susceptible, while Sites S4-S5 are relatively resistant. The study addresses the challenge of accurately estimating Vs for liquefaction assessment of complex silty soils, by developing a region-specific predictive model based on fundamental soil properties. This fills a key knowledge gap for the Niger Delta region, providing a useful framework for geotechnical site characterization and hazard mitigation in similar environments vulnerable to seismic risks. The robust Vs model and comprehensive soil data offer valuable insights for understanding the dynamic behavior and liquefaction susceptibility of these soils.

A comprehensive seismic site characterization of Igbogene in the Niger Delta region of Nigeria was conducted to evaluate the site response and liquefaction potential. Field investigations included borehole drilling, Standard Penetration Testing (SPT), and Multi-Channel Analysis of Surface Waves (MASW) testing to obtain soil samples and characterize subsurface properties. Laboratory tests determined soil classification, index properties, density, and geotechnical parameters per ASTM standards. Mathematical correlations were developed through regression modelling to estimate SPT N-values, shear wave velocity (Vs), and liquefaction and safety factor factor based on soil depth, composition, moisture content, and effective stress. The correlations demonstrated strong agreement with measured field and laboratory data, outperforming existing empirical models. Subsurface conditions comprised predominantly loose to dense silty sands and soft compressible clays within the upper 30 m. Shear wave velocity profiles matched closely with the developed velocity correlation, averaging 5.2% error. Site response analyses and simplified liquefaction evaluations were conducted to assess seismic hazards. The results showed amplification factors ranging from 1.5 to over 3 for the loose sandy soils, demonstrating their ability to significantly amplify ground shaking. Liquefaction potential maps were generated based on spatial variations in geologic conditions. This comprehensive site characterization provided reliable input for seismic microzonation and geotechnical earthquake engineering design as per international codes. This study's results can aid in stimulating infrastructure resilience against seismic activity throughout the Niger Delta region.

This study developed region-specific empirical correlations for estimating Standard Penetration Test (SPT)-N values across different geological formations in the seismically active Niger Delta region of Nigeria. Extensive in-situ and laboratory geotechnical investigations were conducted to obtain SPT blow counts and characterize engineering properties of soils representing the loose Benin sands, stiff Agbada sands, and indurated Akata shales. A database of over 1500 SPT-N data points and soil parameters was compiled from 50 borehole logs spanning Rivers, Bayelsa, Akwa Ibom, and Delta states. Multiple linear regression analyses were performed to derive generalized and formation-specific SPT-N predictive models relating blow counts to depth, effective stress, and geological unit. The developed correlations showed good agreement (R2 > 0.68) with measured field values. Comparisons with existing empirical models from literature validated the accuracy of the customized regional approach. Predicted SPT-N values allowed estimating shear wave velocities based on established relationships, enabling classification of sites according to seismic design categories. This study highlights the need for developing geology-specific correlations to properly characterize the spatially varying geotechnical properties across the structurally complex Niger Delta subsurface. The generated predictive models enhance regional subsurface investigation for geohazard assessment and foundation design.

The structural design standards, particularly in concrete technology, heavily rely on the mechanical attributes of concrete. Utilizing dependable predictive models for these properties can minimize the need for extensive laboratory testing, evaluations, and experiments to acquire essential design data, thereby conserving time and resources. Metakaolin (MK) is frequently incorporated as an alternative to Portland cement in the production of sustainable concrete, owing to its technical advantages and positive environmental impact, aligning with the United Nations Sustainable Development Goals (UNSDGs) aimed at achieving net-zero objectives. However, this research presents a comparative study between eight (8) ML classification techniques namely, gradient boosting (GB), CN2, naïve bayes (NB), support vector machine (SVM), stochastic gradient descent (SGD), k-nearest neighbor (KNN), Tree and random forest (RF) to estimate the impact of adding metakaolin to concrete on its flexural strength considering mixture components contents and concrete age. The collected data entries for the prediction of the flexural strength (Ft) containing the following concrete components; contentof cement (C), content of metakaolin (MK), content of water (W), content of fine aggregates (FAg), content of coarse aggregates (CAg), content of super-plasticizer (P), and the concrete curing age at testing (Age) were partitioned into 80% and 20% for training and validation sets respectively. At the end of the model protocol, it was found that the GB, SVM, and KNN models which produced an average MSE value of zero (0) showed their decisive ability to predict the flexural strength of the metakaolin (MK) mixed concrete (Ft). This outcome agrees with the previous reports in the literatures; however the work of Shah et al. happens to be the closest in terms of concrete components used in the production of the mixes and the application of machine learning techniques. It was found that the present research work’s models outperformed those presented by Shah et al. Hence the decisive models reported in this research paper show potentials to be applied in the design and production of MK concrete with optimal flexural strength.

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.

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.

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 the effect of nanomaterial as an additive on the index properties of active soil with various water; nanomaterial mix ratios have been presented. Active soil samples containing mixtures of water to nanomaterial of 1:250, 1:200, 1:150, 1:100 and 1:50 was prepared and the shrinkage limit, liquid limit, plasticity index, plastic limit, and free swell index were conducted using common engineering standards. Statistical test results show significant effect on free swell at 95% confidence limit in addition of different proportions of nanomaterial to the active soil. Using nanomaterial as stabilizer decreases the index properties of soil except plastic limit. The results show that liquid limit, decreased from 63.2% - 47.9%, plasticity index dropped from 43.0% - 24% and shrinkage limit values dropped from 9.6% - 6.8% with increase in nanomaterial percentage respectively. However, plastic limit results obtained increased from 20.6% - 25.4% with the increase nanomaterial percentage. The test show that nanomaterials reduce the free swell, thus changed the swell potential from above average to moderate.

An increase in demand for concrete to meet global needs has been accompanied by an increase in global concerns due to an increase in demand for the non-renewable resources that are and comprise the constituents of concrete. To address these concerns and mitigate the impact of their depletion, researchers have investigated the intrinsic properties of a wide range of available materials and assessed their contribution when mixed with concrete. This paper presents the findings of an experimental study that was carried out to assess the structural response of concrete beams made with river gravel as coarse aggregate. Six reinforced beams (100 x 150 x 1100 mm) and six cubes were cast to investigate the specimens' flexural and compressive behavior. The failure modes, bending, and shear capacity were investigated in this study. According to the findings of the study, river gravel used as coarse aggregate in concrete has a roughly equivalent or slightly lower structural performance than conventional coarse aggregate, indicating the feasibility of river gravel as coarse aggregate for building construction.

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.

Industrialization in developing countries has led to an unavoidable increase in the production of waste materials in the construction sector and subsequent accumulation of uncontrollable waste. In this article, milledwaste brick tiles were studied as an admixture in concrete. We performed various levels of milledwaste brick tiles powder as admixture varying from 0 to 20%, followed by some tests to examine the compressive strength of concrete. To achieve the aim of the study, waste brick tiles were milled into powder form and was used as admixture at different percentage levels (0%, to 20%) by weight of the cement.Portland Limestone Cement (PLC) of grade 42.5 was used in producing 150mm x 150mm x 150mm concrete cubes. River sand were used as fine aggregate and crushed stone as coarse aggregates of nominal size 14mm were used in this work. Potable mixing water was used throughout this study. The waste brick tilesused for this study wassource from a construction site along Opolo-Elebele Road, Yenagoa, Bayelsa State, Nigeria.Sixty cubes of 150 mm × 150 mm × 150 mm were produced for this study, twelve were control (0%) and twelve cubes for each percentage addition (5%, 10%,15%, and 20%) of ground waste brick tiles powder. Cube samples were cured for7, 14, 21 and 28 days. The compressive strengths of the specimens were computed by dividing the maximum failure load attained during the test by the cross-sectional area of the specimen. The cubes were tested 7, 14, 21 and 28 days. Study results showed that with the addition of waste brick tiles powder 5 to 20% gave noticeably greater compressive strength than 0%, (control specimens) at 28 days age except 5%. At 21 days, concrete cubes with 10 15% waste brick tiles powder addition gave average compressive strengths than the control strength. 5% waste brick tiles powder addition reduces the strength at 21days, while 5-15% waste Brick Tiles powder addition increases the strength at 7 and 14 days.Based on the study results, it is recommended that the waste brick tiles powder can be used as an admixture in concrete production of (10%, and 15%,) by weight of cement.

This article presents results of an experimental study involved testing of two-layer reinforced concrete beams with one-layer of periwinkle shell aggregates concrete both in tension and compression zone having cross-sections of 100 x 150 mm, the total span of 1200 mm and effective length 1100mm.Flexural reinforcement (As =2Φ8mm) and (A S 1 =2Φ8mm) and shear reinforcement (Asv =Φ6mm @ 200mm c/c).A total of twelve (12) reinforced beams were produced and grouped into; Type-RC (Beams and cubes cast completely of crushed stone aggregates concrete of 1:2:4 mix), Type-R1 (Crushed stone aggregates concrete (1:2:4 mix) with a depth of 75mm at the top layer and Periwinkle aggregate concrete (1:2:1 mix) with a depth of 75mm at the bottom layer, Type R2 (Periwinkle aggregates concrete (1:2:1 mix) with a depth of 75mm at the top layer and 75mm of crushed stone aggregate concrete (1:2:4 mix) at the bottom layer), Type R3 (Periwinkle aggregates concrete (1:2:1 mix) with a depth of 50mm at the bottom layer and 100mm of crushed stone aggregate concrete (1:2:4 mix) at the top layer.All the beam samples were tested under two-point loads.Results reveal that the two-layer beams had higher bending resistance as the control beams cast completely of crushed stone aggregate concrete.Also, the study showed that the beam Type-R1 had bending resistance of 6.62kNm and is 23.3% higher than beam Type-RC which had bending resistance of 5.08kNm while beam Type-R2 had bending resistance of 5.71kNm and is 11% higher than beam Type-RC.Beam Type-R3 had bending resistance of 6.21kNm and is 18.2% higher than beam Type-RC.The load-deflection records of all the beam samples were noted.The deflection of two-layer beams was considerably lower than control beams cast completely of crushed stone aggregates concrete.Base on the findings, it is recommended that periwinkle aggregate concrete can be used as a layer in reinforced concrete beams both in compression and tension zone, not more than 0.5H.

Corrosion of reinforcing steel in concrete structure assumes many forms and their product results occur when there is chemical reaction between metal and its environment. This research work evaluated the efficiency of olibanum exudates / resins application on reinforcing steel embedded in concrete, immersed in corrosive environment and accelerated for corrosion possibility. Embedded concrete members of noncoated and coated members were monitored to first crack appearance and spalling which are the manifestation stages. Collated averaged obtained results of flexural failure load of corroded member has computed percentile ratio of -22.095% over 28.36144% and 27.25182% against non-corroded and olibanum exudates coated specimens. Midspan deflection average with percentile ratio of 30.17451% against -23.18% and -19.682% non-corroded and coated specimens. Average ultimate tensile strength, with percentile ratio of -11.8236% against 13.40903% and 13.36199% of non-corroded and coated specimens. Average strain ratios with computed percentile ratio of -17.6693% against 21.46142% and 20.74604% of noncorroded and coated specimens. Averaged elongations are 15.94333%, 15.72333%, 15.90333%, summarized to 15.85667% with computed percentile ratio of -22.3431% against 28.77163% and 29.77367% for non-corroded and coated specimens. Corroded members showed little flexural failure loads over non-corroded and coated specimens, midspan deflection rates are higher to non-corroded and coated specimens, ultimate tensile strength of corroded members yield higher with little load to non-corrode and coated specimens. Effect of corrosion on mechanical properties of reinforcing steel resulted to poor state performance of corroded members. Coated members have low; flexural failure load, midspan deflection, strain ratio and ultimate tensile strength over corroded members. Non-corroded members possessed standard mechanical properties of reinforcing steel over corroded members. KeywordsCorrosion, Corrosion Inhibitors, Flexural Strength, Concrete and Steel Reinforcement

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.

This study examined the effect of ferric iron inherent in mixing water on the compressive strength of concrete. Portland Limestone Cement was considered in the production of the 150mm concrete cube samples. Dirt free river sand and crushed stone with maximum size of 14mm was used as fine and coarse aggregate respectively. The water samples used for the study were sourced from the following locations as stated: Sample 1: Niger Delta University Portable water at Niger Delta University Campus, Wilberforce Island (labelled P1). Sample2: Raw water from borehole at Niger Delta University Campus, Wilberforce Island and allowed to oxidized about 3 hours. Sample 3: Raw water from borehole at Amassoma in southern Ijaw Local Area, Bayelsa state and allowed to oxidized for about 3 hours. Sample 4: Oxidized water from Ogobiri in Sagbama Local Area, Bayelsa state. Sample 5: Oxidized water from Azikoro in Yenagoa Local Area, Bayelsa state. 150mm x 150mm concrete cubes samples were prepared with the various water samples stated above. A mix ratio of 1:11/2:3 was used for this experimental study. The samples were cured in accordance with BS EN 12390-2. Compressive strength values were determined for all specimens by means of a compression testing machine. Samples were tested to failure at 7, 14, 21 and 28days. The concrete compressive strengths test results for 7, 14, 21, and 28 days for sample 1 was 24.22 N/mm2, 27.63 N/mm2, 34.04 N/mm2 and 34.59N/mm2. For sample 2 was 18.79 N/mm2, 23.55 N/mm2, 27.30 N/mm2 and 28.59N/mm2, for sample 3 was 21.12 N/mm2, 22.81 N/mm2, 25.19 N/mm2 and 26.56N/mm2, for sample 4 was 19.80N/mm2, 22.71N/mm2, 26.80N/mm2 and 27.40N/mm2and for sample was 20.89N/mm2, 21.88 N/mm2, 26.20 N/mm2 and 27.30N/mm2respectively. The test results, show a noticeable decrease in compressive strength of concrete cubes cast with water that contained ferric iron when compared with water free from ferric iron. It was concluded that Ferric iron as impurities in mixing water have significant effect on the strength of concrete.

The mechanism of bond is the mechanical interlocking between the concrete and any deformations of the steel bar. The bond zone element contact surface between the steel bar and concrete, along with the surrounding concrete in immediate proximity. An investigative study on the effectiveness of olibanum exudates / resin as coated materials on reinforcing steel was studied to curb the trend of corrosion of reinforcing steel in the marine coastal region with salt water influence on concrete structures. Direct application of exudates / resins on reinforcing steel with coating thicknesses of 150μm, 300μm, 450μm, inserted into concrete cubes, immersed in harsh corrosive water and accelerated for 150days. Examinations showed that non-coated specimens corroded while coated specimens showed resistive / inhibitory characteristics. Average failure load is -38.9079% against 63.6874% and 62.48896% percentile difference of control and coated exudates/resin member. Average percentile bond strength load is -31.347% against 45.66004% and 71.84448% percentile difference of control and coated. Average maximum slip values is 0.083567mm and represented -25.3054% against 33.87847% and 75.30913% percentile difference of control and coated. Test results reviewed that corroded specimens have low bond strength and higher failure bond load as well as low maximum slip while exudate/resin coated specimens possessed low failure load and high bonding strength. Experimented specimens showed exudates/resin members showed higher percentile values in comparison to corroded specimens with high bond strengths to pullout and high splitting properties to slips

The amounts of waste glass in the Bayelsa State metropolis have been growing noticeably without being reutilized increasing the danger to public well-being because of the shortage of land area. This rising challenge of waste glass in the Bayelsa State metropolis can be improved if new dumping possibilities other than landfill can be discovered. This study is geared toward the better use of waste glass material as admixture in concrete as a means to improve the concrete compressive strength. To achieve research objectives, the broken waste glasses were obtained from aluminum fabrication workshop in Amassoma. Bayelsa state Nigeria, the glasses were then milled to a fine powder smaller than 0.075mm and burnt at a controlled temperature of 200, 400, and 6000C respectively. A total of 156 concrete cubes of 150mm x 150mm x 150mm were produced employing different contents of calcined or burnt waste glass powder as admixture. The quantity of calcined waste glass powder used as admixture was varied from 0-20% at step of 5% for three different temperatures, 2000C, 4000C and 6000C. The samples were cured for 7, 14, 21 and 28days and tested in the laboratory for compressive strength. Results obtained from the study showed that the best addition dosage of calcined waste glass powder at 2000C, 4000C and 6000C are 20%, 5% and 5%. A 20% addition of Calcined waste glass powder at 2000C exhibited about 23% increase in compressive strength than the control. Base on the findings, it is recommended that the use of calcined waste glass powder as pozzolanic material should be embraced for production of concrete and can be utilized in concrete production as admixture with 5% - 20% for 2000C 4000Cand 4000C respectively.

In this paper, Portland Limestone Cement was partially replaced by Melon Husk Ash at 5%, 10%, 15% and 20% by weight of cement. The melon Husk was milled and burnt under a controlled temperature of 600°C to produced ash. Twelve (12) standard concrete cubes (150 x 150 x 150 mm) were produced for each percentage (0, 5, 10, 15 and 20%) replacement of melon husk ash by weight of cement The cube samples were cured for 7, 14, 21 and 28 days and were investigated on their respective days to determine the compressive strength. The results achieved were compared with results of conventional C-23.85 concrete mix (0%) and it was realized that the maximum increase in strength occurred at 5% level of replacement at 28days. With an increase in Melon Husk Ash content, water absorption decreased signifying the increase in walkability. Based on the study results, it is recommended that the Melon Husk Ash as partial replacement of cement by weight should be encouraged in the concrete industry. The Melon husk Ash could be utilized in concrete production as cement with 5% to 15% replacement for 600 0 C Burnt temperature. KeywordsSustainable, Melon Husk Ash, Alternative, Cement Calcined