Pub Date : 2023-05-03DOI: 10.33736/jcest.5666.2023
Yee Yong Lee, A. Kueh
The author wishes to retract this paper due to the late discovery that the data used and results presented were previously published, and takes full responsibility for the error. As a result, the integrity of the research presented in the paper has been compromised, and the editors believe it is necessary to retract the paper from publication.
{"title":"RETRACTION NOTE TO: ASSESSING SEISMIC SOIL LIQUEFACTION POTENTIAL USING MACHINE LEARNING APPROACH","authors":"Yee Yong Lee, A. Kueh","doi":"10.33736/jcest.5666.2023","DOIUrl":"https://doi.org/10.33736/jcest.5666.2023","url":null,"abstract":"The author wishes to retract this paper due to the late discovery that the data used and results presented were previously published, and takes full responsibility for the error. As a result, the integrity of the research presented in the paper has been compromised, and the editors believe it is necessary to retract the paper from publication.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"101 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-05-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121482379","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
When released into the environment as solid waste, the by-product of coal called fly ash (FA) produced by coal-based electric power plants is detrimental. A further 8% to 10% of the worldwide anthropogenic emissions are produced by cement manufacturers. These issues may be resolved with high-volume fly ash (HVFA) concrete. HVFA concrete technology refers to employing fly ash instead of cement in the concrete mix to reduce the manufacturing of cement. But when the amount of fly ash in the concrete mix increases, the concrete’s compressive strength gradually decreases. The objective of this research is to determine the mechanical properties such as the compressive strength of HVFA concrete and compare it to the strength of the control concrete by adding Calcium Oxide (CaO) as an activator. Besides this, this research has another objective to reduce the use of cement in construction by replacing it with fly ash and making an environmentally friendly form of emission of CO2 while producing cement for the cement industry. In this research, different percentages of FA such as 20, 40, 50, 60, 70, and 80 percent are adopted replacing cement in concrete mixes with and without CaO. For this, cylindrical molds with dimensions of 100 mm × 200 mm were used for preparing concrete specimens. For each percentage of HVFA concrete mixtures, 3 (three) molds were cast without the activator and the same with the activator (2% of the binding material). A total of 117 concrete specimens were cast for the compressive strength test. These molds were cured using the water-curing technique. For determining mechanical properties, the compressive strength tests after 7, 28 and 56 days were conducted. Comparisons were made between the compressive strengths of HVFA concrete with and without the activator. These outcomes were contrasted with the compressive strength of the molds of conventional concrete. The early results for the compressive strength of HVFA concrete are extremely poor. The HVFA concrete’s 28-day compressive strength test results demonstrate a much higher compressive strength than the 7-day strength. However, the HVFA concret’s 56-day compressive strength test results were more satisfactory. According to this research, long-term water curing effectively boosts the compressive strength of HVFA concrete. Additionally, the use of CaO as an activator in HVFA concrete results in a minimum of 2 MPa higher compressive strength compared to HVFA concrete without the use of an activator. This result was therefore satisfactory for concrete with the activator content for up to 60% HVFA.
{"title":"EFFECT OF ADDITION OF CaO ON COMPRESSIVE STRENGTH OF HIGH-VOLUME FLY ASH CONCRETE","authors":"Mst. Mahbuba Mimi, Al-Mamun-Or-Roshid Shakil, Md. Rashedul Haque Rashed, Md. Rafi Hasan","doi":"10.33736/jcest.5081.2023","DOIUrl":"https://doi.org/10.33736/jcest.5081.2023","url":null,"abstract":"When released into the environment as solid waste, the by-product of coal called fly ash (FA) produced by coal-based electric power plants is detrimental. A further 8% to 10% of the worldwide anthropogenic emissions are produced by cement manufacturers. These issues may be resolved with high-volume fly ash (HVFA) concrete. HVFA concrete technology refers to employing fly ash instead of cement in the concrete mix to reduce the manufacturing of cement. But when the amount of fly ash in the concrete mix increases, the concrete’s compressive strength gradually decreases. The objective of this research is to determine the mechanical properties such as the compressive strength of HVFA concrete and compare it to the strength of the control concrete by adding Calcium Oxide (CaO) as an activator. Besides this, this research has another objective to reduce the use of cement in construction by replacing it with fly ash and making an environmentally friendly form of emission of CO2 while producing cement for the cement industry. In this research, different percentages of FA such as 20, 40, 50, 60, 70, and 80 percent are adopted replacing cement in concrete mixes with and without CaO. For this, cylindrical molds with dimensions of 100 mm × 200 mm were used for preparing concrete specimens. For each percentage of HVFA concrete mixtures, 3 (three) molds were cast without the activator and the same with the activator (2% of the binding material). A total of 117 concrete specimens were cast for the compressive strength test. These molds were cured using the water-curing technique. For determining mechanical properties, the compressive strength tests after 7, 28 and 56 days were conducted. Comparisons were made between the compressive strengths of HVFA concrete with and without the activator. These outcomes were contrasted with the compressive strength of the molds of conventional concrete. The early results for the compressive strength of HVFA concrete are extremely poor. The HVFA concrete’s 28-day compressive strength test results demonstrate a much higher compressive strength than the 7-day strength. However, the HVFA concret’s 56-day compressive strength test results were more satisfactory. According to this research, long-term water curing effectively boosts the compressive strength of HVFA concrete. Additionally, the use of CaO as an activator in HVFA concrete results in a minimum of 2 MPa higher compressive strength compared to HVFA concrete without the use of an activator. This result was therefore satisfactory for concrete with the activator content for up to 60% HVFA.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"35 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129989192","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-25DOI: 10.33736/jcest.5641.2023
N. Rosli, A. Kueh
The present editorial scope of the Journal of Civil Engineering, Science, and Technology (JCEST) emphasizes one of the main disciplines of civil engineering: waste management and recycling. Waste management studies provide insights into new waste management techniques, such as recycling, composting, and waste-to-energy technologies, all of which are essential in reducing the volume of waste in landfills. In this brief editorial paper, information is gathered from the freely-accessible Scopus database to identify common keywords found in published papers related to waste management and recycling in the past decade. Based on the analysis, “waste” is found to be the top keyword in articles published on this topic in JCEST. The primary aim of this exercise is to provide researchers with a brief guide to explore the latest knowledge and advancements in waste management and recycling, in safeguarding the cleanliness and safety of our environment.
{"title":"EDITORIAL SCOPE – WASTE MANAGEMENT AND RECYCLING","authors":"N. Rosli, A. Kueh","doi":"10.33736/jcest.5641.2023","DOIUrl":"https://doi.org/10.33736/jcest.5641.2023","url":null,"abstract":"The present editorial scope of the Journal of Civil Engineering, Science, and Technology (JCEST) emphasizes one of the main disciplines of civil engineering: waste management and recycling. Waste management studies provide insights into new waste management techniques, such as recycling, composting, and waste-to-energy technologies, all of which are essential in reducing the volume of waste in landfills. In this brief editorial paper, information is gathered from the freely-accessible Scopus database to identify common keywords found in published papers related to waste management and recycling in the past decade. Based on the analysis, “waste” is found to be the top keyword in articles published on this topic in JCEST. The primary aim of this exercise is to provide researchers with a brief guide to explore the latest knowledge and advancements in waste management and recycling, in safeguarding the cleanliness and safety of our environment.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"294 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134446130","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-19DOI: 10.33736/jcest.4909.2023
Avinash V. Navale, C. Solanki, V. Sawant, Yamini Jala
Lateral pile response of the 3 × 3 square pile group has been investigated in terms of lateral displacement and maximum bending moment using three-dimensional finite element analysis. Soil is represented using 8-node isoparametric elements. Piles and pile cap are modelled using 20-node isoparametric elements. The 16-node isoparametric interface elements are used to establish the continuity between the pile and surrounding soil. Soil is represented by the modified Cam clay criterion. The entire code has been developed in FORTRAN 90. The parametric study has been performed to investigate the effect of yield criteria, soil modulus, pile spacing, pile diameter and pile length-to-diameter ratio on the response of the 3 × 3 pile group embedded in clay. A considerable effect of these parameters is observed. It is found that the maximum bending moment in the middle row of the pile group is higher than the front and rear rows for all cases considered in the study. The pile displacement and bending moments in the pile group reduce with an increase in soil modulus, pile spacing and pile diameter. As pile slenderness is increased, it causes an increase in displacement of the pile and a decrease in the maximum bending moment. The modified Cam clay model predicts greater displacements as compared to the Mohr-Coulomb model highlighting the impact of p0 on the yield surface. From the results obtained, the ultimate loads are predicted at a displacement of 5 mm, 10 % of diameter and 20% of diameter.
{"title":"NONLINEAR LATERAL RESPONSE OF PILE GROUP IN CLAY USING THE MODIFIED CAM CLAY SOIL MODEL","authors":"Avinash V. Navale, C. Solanki, V. Sawant, Yamini Jala","doi":"10.33736/jcest.4909.2023","DOIUrl":"https://doi.org/10.33736/jcest.4909.2023","url":null,"abstract":"Lateral pile response of the 3 × 3 square pile group has been investigated in terms of lateral displacement and maximum bending moment using three-dimensional finite element analysis. Soil is represented using 8-node isoparametric elements. Piles and pile cap are modelled using 20-node isoparametric elements. The 16-node isoparametric interface elements are used to establish the continuity between the pile and surrounding soil. Soil is represented by the modified Cam clay criterion. The entire code has been developed in FORTRAN 90. The parametric study has been performed to investigate the effect of yield criteria, soil modulus, pile spacing, pile diameter and pile length-to-diameter ratio on the response of the 3 × 3 pile group embedded in clay. A considerable effect of these parameters is observed. It is found that the maximum bending moment in the middle row of the pile group is higher than the front and rear rows for all cases considered in the study. The pile displacement and bending moments in the pile group reduce with an increase in soil modulus, pile spacing and pile diameter. As pile slenderness is increased, it causes an increase in displacement of the pile and a decrease in the maximum bending moment. The modified Cam clay model predicts greater displacements as compared to the Mohr-Coulomb model highlighting the impact of p0 on the yield surface. From the results obtained, the ultimate loads are predicted at a displacement of 5 mm, 10 % of diameter and 20% of diameter.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"11 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127906066","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-19DOI: 10.33736/jcest.5078.2023
E. Ekeoma, U. N. Okonkwo, A. Odumade
Engineering behaviour of soils is an important attribute to be considered as the foundation or even construction materials for civil engineering structures. One critical issue encountered by geotechnical engineers in construction works is predicting the engineering behaviour of soil with a view to assessing its suitability for any given construction purpose. Rating of soils based on their engineering behaviours can be achieved by classifying the soil into different groups and sub-groups of similar characteristics. Soil classification systems usually involve the use of charts, tables and curves, which is no longer fashionable because it might be very rigorous when many soils are involved. The use of software techniques simplifies the whole process. This study developed an algorithm in the form of a MATLAB program for easy classification of soil based on the Unified Soil Classification System (USCS), American Association of State Highway and Transport Officials (AASHTO), Plasticity Chart and the Indian Soil Classification Systems (ISCS), which makes the program unique. Soil samples used for illustration were collected and characterised depending on particle size analysis as well as consistency indices. A comparative study was carried out between classifying the soil using a manual approach and the MATLAB program. The MATLAB program rated Soil Sample A to be fine-grained, which belongs to soil groups A-7-6(15), CL (inorganic clay that has medium plasticity) and MI or OI (inorganic silt of medium plasticity or organic silt of medium plasticity) while Soil Sample B was rated to be coarse-grained belonging to A-1-b (0), SM (Silty Sand) and SM (Silty Sand) in the AASHTO, USCS and ISCS classification systems respectively. The results of the classification systems from the MATLAB program were completely in conformity with the results obtained from the manual approach. Thus, the MATLAB program gave a very high degree of accuracy of almost 100%.
{"title":"MATLAB PROGRAM FOR RATING SOILS BASED ON ENGINEERING BEHAVIOURS","authors":"E. Ekeoma, U. N. Okonkwo, A. Odumade","doi":"10.33736/jcest.5078.2023","DOIUrl":"https://doi.org/10.33736/jcest.5078.2023","url":null,"abstract":"Engineering behaviour of soils is an important attribute to be considered as the foundation or even construction materials for civil engineering structures. One critical issue encountered by geotechnical engineers in construction works is predicting the engineering behaviour of soil with a view to assessing its suitability for any given construction purpose. Rating of soils based on their engineering behaviours can be achieved by classifying the soil into different groups and sub-groups of similar characteristics. Soil classification systems usually involve the use of charts, tables and curves, which is no longer fashionable because it might be very rigorous when many soils are involved. The use of software techniques simplifies the whole process. This study developed an algorithm in the form of a MATLAB program for easy classification of soil based on the Unified Soil Classification System (USCS), American Association of State Highway and Transport Officials (AASHTO), Plasticity Chart and the Indian Soil Classification Systems (ISCS), which makes the program unique. Soil samples used for illustration were collected and characterised depending on particle size analysis as well as consistency indices. A comparative study was carried out between classifying the soil using a manual approach and the MATLAB program. The MATLAB program rated Soil Sample A to be fine-grained, which belongs to soil groups A-7-6(15), CL (inorganic clay that has medium plasticity) and MI or OI (inorganic silt of medium plasticity or organic silt of medium plasticity) while Soil Sample B was rated to be coarse-grained belonging to A-1-b (0), SM (Silty Sand) and SM (Silty Sand) in the AASHTO, USCS and ISCS classification systems respectively. The results of the classification systems from the MATLAB program were completely in conformity with the results obtained from the manual approach. Thus, the MATLAB program gave a very high degree of accuracy of almost 100%.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"2013 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127417547","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-18DOI: 10.33736/jcest.4918.2023
U. N. Okonkwo, E. Ekeoma, Linus Owo Eleke
The demand for natural aggregates has increased in recent years because of diverse environmental interests. Consequently, its cost has soared astronomically and the utilization of lateritic soil for low-cost roads has been an attractive option. In most cases during road construction, unprecedented conditions may lead to delays in the compaction of the treated soil after the mixing operation and placing had taken place. Thus, this study developed polynomial models for predicting time limits for compaction after mixing operation within 0-180 minutes at 30 minutes intervals for lateritic soil reinforced with cement and lime. The percentage contents by weight of the dry soil for cement or quick lime mixed with the soil were 2, 4, 6, 8 and 10%. Consistency indices tests and particle size analysis were carried out on the untreated lateritic soil for characterization. The tests conducted on the lateritic soil prepared with cement and quick lime were compaction test (Standard Proctor), California Bearing Ratio (CBR) and unconfined compressive strength (UCS) of 7 days curing. The AASHTO soil classification system and Unified Soil Classification system rated the lateritic soil to be A-6(13) and clayey soil (CL), respectively. Ordinarily, the lateritic soil was found to be a poor construction soil and therefore requires treatment to improve its strength in order to make it useful for pavement purposes. At the increase in time limits for compaction after mixing, there were reductions in compaction and strength characteristics of the lateritic soils that were prepared with cement or lime. The polynomial models developed were a good fit for predicting time limits for compaction after mixing using cement/lime contents, compaction and strength characteristics of the strengthened soil. The polynomial models gave coefficients of correlation and determination of 0.988 and 0.976, respectively, when the soil was prepared with cement whereas, in the case of lime-prepared soil, the values were 0.966 and 0.933, respectively. The cement/lime contents, optimum moisture content (OMC), CBR and UCS (7 days curing) were entirely statistically significant in predicting time limits for compaction after mixing at a 95% confidence level.
{"title":"POLYNOMIAL MODELS FOR PREDICTING TIME LIMITS FOR COMPACTION AFTER MIXING OPERATION OF LATERITIC SOIL REINFORCED USING CEMENT OR LIME","authors":"U. N. Okonkwo, E. Ekeoma, Linus Owo Eleke","doi":"10.33736/jcest.4918.2023","DOIUrl":"https://doi.org/10.33736/jcest.4918.2023","url":null,"abstract":"The demand for natural aggregates has increased in recent years because of diverse environmental interests. Consequently, its cost has soared astronomically and the utilization of lateritic soil for low-cost roads has been an attractive option. In most cases during road construction, unprecedented conditions may lead to delays in the compaction of the treated soil after the mixing operation and placing had taken place. Thus, this study developed polynomial models for predicting time limits for compaction after mixing operation within 0-180 minutes at 30 minutes intervals for lateritic soil reinforced with cement and lime. The percentage contents by weight of the dry soil for cement or quick lime mixed with the soil were 2, 4, 6, 8 and 10%. Consistency indices tests and particle size analysis were carried out on the untreated lateritic soil for characterization. The tests conducted on the lateritic soil prepared with cement and quick lime were compaction test (Standard Proctor), California Bearing Ratio (CBR) and unconfined compressive strength (UCS) of 7 days curing. The AASHTO soil classification system and Unified Soil Classification system rated the lateritic soil to be A-6(13) and clayey soil (CL), respectively. Ordinarily, the lateritic soil was found to be a poor construction soil and therefore requires treatment to improve its strength in order to make it useful for pavement purposes. At the increase in time limits for compaction after mixing, there were reductions in compaction and strength characteristics of the lateritic soils that were prepared with cement or lime. The polynomial models developed were a good fit for predicting time limits for compaction after mixing using cement/lime contents, compaction and strength characteristics of the strengthened soil. The polynomial models gave coefficients of correlation and determination of 0.988 and 0.976, respectively, when the soil was prepared with cement whereas, in the case of lime-prepared soil, the values were 0.966 and 0.933, respectively. The cement/lime contents, optimum moisture content (OMC), CBR and UCS (7 days curing) were entirely statistically significant in predicting time limits for compaction after mixing at a 95% confidence level.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"52 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127029241","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-18DOI: 10.33736/jcest.4982.2023
Ali Ramazan Borujerdi
The liquefaction vulnerability of soil is generally related to a few soil parameters which are ordinarily measured by laboratory tests on distributed and undistributed tests under distinctive test conditions. This study uses methods based on a standard penetration test to assess liquefaction criteria to appraise the liquefaction vulnerability for soil deposits of Chalus City placed in a high seismic area. To overcome the deficiencies of these experimental strategies an ANN-based model has been created utilizing the Artificial Intelligence technique to anticipate liquefaction. The proposed model is a function of the plasticity index, liquid limit, water content, and some other geotechnical parameters. Reliability index (β) and probability of liquefaction (PL) have also been determined for both the proposed methods for a superior understanding of their accuracies and strength. First-order second moment (FOSM) reliability analysis has been embraced in the present paper. The observation drawn from the study illustrates a reliable and conventional expectation rate of the regression as compared to the experimental strategy. A strong regression shown for assessing the liquefaction vulnerability, which is based on field test information for preparatory prediction, would be of extraordinary help within the field of geotechnical designing.
{"title":"ASSESSING SEISMIC SOIL LIQUEFACTION POTENTIAL USING MACHINE LEARNING APPROACH","authors":"Ali Ramazan Borujerdi","doi":"10.33736/jcest.4982.2023","DOIUrl":"https://doi.org/10.33736/jcest.4982.2023","url":null,"abstract":"The liquefaction vulnerability of soil is generally related to a few soil parameters which are ordinarily measured by laboratory tests on distributed and undistributed tests under distinctive test conditions. This study uses methods based on a standard penetration test to assess liquefaction criteria to appraise the liquefaction vulnerability for soil deposits of Chalus City placed in a high seismic area. To overcome the deficiencies of these experimental strategies an ANN-based model has been created utilizing the Artificial Intelligence technique to anticipate liquefaction. The proposed model is a function of the plasticity index, liquid limit, water content, and some other geotechnical parameters. Reliability index (β) and probability of liquefaction (PL) have also been determined for both the proposed methods for a superior understanding of their accuracies and strength. First-order second moment (FOSM) reliability analysis has been embraced in the present paper. The observation drawn from the study illustrates a reliable and conventional expectation rate of the regression as compared to the experimental strategy. A strong regression shown for assessing the liquefaction vulnerability, which is based on field test information for preparatory prediction, would be of extraordinary help within the field of geotechnical designing.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"227 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127214295","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-17DOI: 10.33736/jcest.4362.2023
Kenneth Ejike Ibedu, Paul Paulinus Duru, O. O. Akin, Egwa Adah Egwa
This paper investigates the compressive strength and water absorption properties of cement-locust bean waste ash blend for latcrete block production. Locust bean waste was burned in the open air and later calcined at a temperature of 600°C for 3 hours to activate the amorphous content of the ash produced. The locust bean ash was used to replace cement at 5%, 10%, 15%, 20%, 25% and 30% by weight of cement in the production of 9” hollow latcrete blocks. A mix ratio of 1:6 was adopted in the block making. Various tests were carried out on the materials used for the block production to make sure it is up to the required standard. Compressive strength test and water absorption test were carried out on the latcrete blocks. The compressive strength result of the latcrete block with LBWA and the water absorption test conducted gave a promising enhancement after 28 days of curing. This research concludes that latcrete blocks with locust bean waste ash could be utilized in the construction industries for building purposes with better strength and durability properties.
{"title":"COMPRESSIVE STRENGTH AND WATER ABSORPTION OF CEMENT-LOCUST BEAN WASTE ASH BLEND FOR LATCRETE BLOCKS PRODUCTION","authors":"Kenneth Ejike Ibedu, Paul Paulinus Duru, O. O. Akin, Egwa Adah Egwa","doi":"10.33736/jcest.4362.2023","DOIUrl":"https://doi.org/10.33736/jcest.4362.2023","url":null,"abstract":"This paper investigates the compressive strength and water absorption properties of cement-locust bean waste ash blend for latcrete block production. Locust bean waste was burned in the open air and later calcined at a temperature of 600°C for 3 hours to activate the amorphous content of the ash produced. The locust bean ash was used to replace cement at 5%, 10%, 15%, 20%, 25% and 30% by weight of cement in the production of 9” hollow latcrete blocks. A mix ratio of 1:6 was adopted in the block making. Various tests were carried out on the materials used for the block production to make sure it is up to the required standard. Compressive strength test and water absorption test were carried out on the latcrete blocks. The compressive strength result of the latcrete block with LBWA and the water absorption test conducted gave a promising enhancement after 28 days of curing. This research concludes that latcrete blocks with locust bean waste ash could be utilized in the construction industries for building purposes with better strength and durability properties.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"3 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128117926","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-09-20DOI: 10.33736/jcest.4781.2022
K. Mohammed, O. Gudina, Abubekir Jemal, Anteneh Geremew
The study aimed to assess the suitability of ceramic waste aggregate and recycled asphalt pavement aggregate as an alternative for base course material. An experimental research design method and Non-Probability sampling techniques were used. The comparative analysis of ceramic waste aggregate and recycled asphalt pavement aggregate were blended with crushed stone aggregate at different proportions by weight and their laboratory result was compared with standard specifications. The study results shown that the aggregate crushing value (ACV) for neat Crushed stone aggregate (CSA) and Recycle asphalt pavement (RAP) are 19.20% and 8.20% respectively and the blended CSA with 10%, 20%, 30%, 40% and 50% of RAP were 18.20%, 16.4%, 15.90%, 14.40%, and 13.10% respectively. Similarly, a 24.32% - 12.06% for Los Angeles abrasion (LAA) and 18.50% - 12.60% for aggregate impact value (AIV) were found to the lower and higher value in the range of the test result. The CBR test for a different proportion of RAP (10% - 50%) blended with CSA was also conducted and an economically acceptable result of 104.20% was found at 30% RAP mix at 98% maximum dry density (MDD). Additionally, the California Bearing Ratio (CBR) test result for 100%RAP at 98%MDD was 49.10%. On the other hand, the experimental tests were conducted on different proportions of Ceramic West aggregate (CWA) (10%, 20%, 30%, 40%, and 50%) which satisfy the principal mechanical properties of aggregate materials. The ACV result for neat CWA is 26.70% while the blended CWA- CSA aggregate was tested with 10%, 20%, 30%, 40%, and 50% of CWA with its complement of CSA as indicated and at 20% CWA replacement of CSA test results were (21.60%, for ACV), (26.31% for LAA), (106.9 for CBR) and (20.60 for AIV). For this investigation an economically acceptable results were achieved by satisfying the Ethiopian road authority (ERA) standard specification limit at 20% CWA and 30% RAP blended with CSA for base course construction material.
本研究旨在评估陶瓷废骨料和再生沥青路面骨料作为基层材料替代品的适用性。采用实验研究设计方法和非概率抽样技术。将陶瓷废骨料与再生沥青路面骨料按不同重量比例与碎石骨料配合比进行对比分析，并将其实验室结果与标准规格进行比较。研究结果表明，纯碎石骨料(CSA)和再生沥青路面(RAP)的集料破碎值(ACV)分别为19.20%和8.20%，RAP含量为10%、20%、30%、40%和50%的混合CSA的破碎值分别为18.20%、16.4%、15.90%、14.40%和13.10%。同样，在试验结果范围内，Los Angeles abrasion (LAA)的取值范围为24.32% ~ 12.06%，aggregate impact value (AIV)的取值范围为18.50% ~ 12.60%。对不同比例的RAP(10% ~ 50%)与CSA混合进行了CBR试验，在30% RAP混合，最大干密度(MDD)为98%时，经济上可接受的结果为104.20%。此外，98%MDD下100%RAP的加州承载比(CBR)测试结果为49.10%。另一方面，对满足骨料主要力学性能要求的陶瓷西骨料(CWA)的不同掺量(10%、20%、30%、40%和50%)进行了试验试验。纯CWA的ACV结果为26.70%，而混合CWA- CSA骨料分别以10%、20%、30%、40%和50%的CWA及其补体CSA进行测试，在20% CWA替代CSA的测试结果为ACV(21.60%)、LAA(26.31%)、CBR(106.9)和AIV(20.60)。对于这项调查，通过满足埃塞俄比亚道路管理局(ERA)标准规范限制，即20%的CWA和30%的RAP与CSA混合用于基层建筑材料，获得了经济上可接受的结果。
{"title":"THE COMPARATIVE EXPERIMENTAL STUDIES ON THE SUITABILITY OF CERAMIC WASTE AGGREGATE AND RECYCLED ASPHALT PAVEMENT AGGREGATE AS AN ALTERNATIVE FOR BASE COURSE MATERIAL","authors":"K. Mohammed, O. Gudina, Abubekir Jemal, Anteneh Geremew","doi":"10.33736/jcest.4781.2022","DOIUrl":"https://doi.org/10.33736/jcest.4781.2022","url":null,"abstract":"The study aimed to assess the suitability of ceramic waste aggregate and recycled asphalt pavement aggregate as an alternative for base course material. An experimental research design method and Non-Probability sampling techniques were used. The comparative analysis of ceramic waste aggregate and recycled asphalt pavement aggregate were blended with crushed stone aggregate at different proportions by weight and their laboratory result was compared with standard specifications. The study results shown that the aggregate crushing value (ACV) for neat Crushed stone aggregate (CSA) and Recycle asphalt pavement (RAP) are 19.20% and 8.20% respectively and the blended CSA with 10%, 20%, 30%, 40% and 50% of RAP were 18.20%, 16.4%, 15.90%, 14.40%, and 13.10% respectively. Similarly, a 24.32% - 12.06% for Los Angeles abrasion (LAA) and 18.50% - 12.60% for aggregate impact value (AIV) were found to the lower and higher value in the range of the test result. The CBR test for a different proportion of RAP (10% - 50%) blended with CSA was also conducted and an economically acceptable result of 104.20% was found at 30% RAP mix at 98% maximum dry density (MDD). Additionally, the California Bearing Ratio (CBR) test result for 100%RAP at 98%MDD was 49.10%. On the other hand, the experimental tests were conducted on different proportions of Ceramic West aggregate (CWA) (10%, 20%, 30%, 40%, and 50%) which satisfy the principal mechanical properties of aggregate materials. The ACV result for neat CWA is 26.70% while the blended CWA- CSA aggregate was tested with 10%, 20%, 30%, 40%, and 50% of CWA with its complement of CSA as indicated and at 20% CWA replacement of CSA test results were (21.60%, for ACV), (26.31% for LAA), (106.9 for CBR) and (20.60 for AIV). For this investigation an economically acceptable results were achieved by satisfying the Ethiopian road authority (ERA) standard specification limit at 20% CWA and 30% RAP blended with CSA for base course construction material.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"45 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2022-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127489152","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-08-27DOI: 10.33736/jcest.4483.2022
Yeong Huei Lee, S. Chai, Mohd Hidayat Abdul Rani, J. Ngu
Geocellular plastic units or stormwater modules are popular to replace conventional drainage systems due to land limitations of urbanization. Most research focuses on stormwater management rather than its mechanical properties. Several cases were discovered where the failure was not due to material or manufacturing quality. As there is a lack on information of structural behaviour, this paper presents an experimental study of performance for stormwater modules under uniaxial load. There are four specimens for vertical load test and one for lateral load test. The vertical and lateral loads are applied separately to the specimens and the deflections are measured. From the obtained results, it is found that the module is able to resist 87.3486 kN and exhibits 12.3551 mm in vertical load direction. The column buckling is the failure mode of these specimens, and it is within the design limit of ASSTHO HS20 unfactored traffic load design. For lateral load, it can go up to 19 kN resistance, which is equivalent to a 3-meter depth design for the worst scenario with wet clay. The specimen is found to have failed in the excessive deflection which leads to the facture of the side cover. Further consultation is required in the detailed design using these stormwater modules underneath roads, buildings or car parks in order to obtain a more reliable stormwater management system.
{"title":"STRUCTURAL PERFORMANCE OF STORMWATER MODULE UNDER UNIAXIAL LOAD","authors":"Yeong Huei Lee, S. Chai, Mohd Hidayat Abdul Rani, J. Ngu","doi":"10.33736/jcest.4483.2022","DOIUrl":"https://doi.org/10.33736/jcest.4483.2022","url":null,"abstract":"Geocellular plastic units or stormwater modules are popular to replace conventional drainage systems due to land limitations of urbanization. Most research focuses on stormwater management rather than its mechanical properties. Several cases were discovered where the failure was not due to material or manufacturing quality. As there is a lack on information of structural behaviour, this paper presents an experimental study of performance for stormwater modules under uniaxial load. There are four specimens for vertical load test and one for lateral load test. The vertical and lateral loads are applied separately to the specimens and the deflections are measured. From the obtained results, it is found that the module is able to resist 87.3486 kN and exhibits 12.3551 mm in vertical load direction. The column buckling is the failure mode of these specimens, and it is within the design limit of ASSTHO HS20 unfactored traffic load design. For lateral load, it can go up to 19 kN resistance, which is equivalent to a 3-meter depth design for the worst scenario with wet clay. The specimen is found to have failed in the excessive deflection which leads to the facture of the side cover. Further consultation is required in the detailed design using these stormwater modules underneath roads, buildings or car parks in order to obtain a more reliable stormwater management system.","PeriodicalId":346729,"journal":{"name":"Journal of Civil Engineering, Science and Technology","volume":"17 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2022-08-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122050006","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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