Pub Date : 2022-04-13DOI: 10.1080/13287982.2022.2060546
Mahes P. Rajakaruna, V. Vimonsatit, K. Wong
ABSTRACT Existing reinforced concrete inverted-U beam bridges in Western Australia built using standard beams designed by Public Works Department between 1957 and 1969 were found to have reinforcement anchorage detail at supports not adequate when assessed using recent design standards. Tests were carried out on six full-size bridge beams recovered from a bridge scheduled for replacement to determine whether the deficient detailing adversely affects the shear capacities of these beams. These beams were the longest of the series designed in 1957. In addition, the mean shear strengths of the five bridge beams to AS 5100.5–2004 and to the most recent design standard AS 5100.5–2017 were determined and these were compared with their corresponding test values. It was found from testing that the detail does not affect the shear strength much. The predicted mean shear capacities using AS 5100.5–2017 were found to be more conservative than the corresponding values using AS 5100.5–2004. This suggests the likelihood of low load ratings for shear using the latest design standard (based on the Modified Compression Field Theory) for existing reinforced concrete bridges designed to previous standards.
{"title":"Shear capacity of inverted-U reinforced concrete bridge beams","authors":"Mahes P. Rajakaruna, V. Vimonsatit, K. Wong","doi":"10.1080/13287982.2022.2060546","DOIUrl":"https://doi.org/10.1080/13287982.2022.2060546","url":null,"abstract":"ABSTRACT Existing reinforced concrete inverted-U beam bridges in Western Australia built using standard beams designed by Public Works Department between 1957 and 1969 were found to have reinforcement anchorage detail at supports not adequate when assessed using recent design standards. Tests were carried out on six full-size bridge beams recovered from a bridge scheduled for replacement to determine whether the deficient detailing adversely affects the shear capacities of these beams. These beams were the longest of the series designed in 1957. In addition, the mean shear strengths of the five bridge beams to AS 5100.5–2004 and to the most recent design standard AS 5100.5–2017 were determined and these were compared with their corresponding test values. It was found from testing that the detail does not affect the shear strength much. The predicted mean shear capacities using AS 5100.5–2017 were found to be more conservative than the corresponding values using AS 5100.5–2004. This suggests the likelihood of low load ratings for shear using the latest design standard (based on the Modified Compression Field Theory) for existing reinforced concrete bridges designed to previous standards.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"2 1","pages":"177 - 188"},"PeriodicalIF":1.1,"publicationDate":"2022-04-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73193576","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 : 2022-04-03DOI: 10.1080/13287982.2021.2019886
J. Lee, A. Amirsardari, L. Pham, E. Gad
ABSTRACT The adaptation of the design rules from one country for use in another country is becoming more frequent with growing international trade. For construction products, an individual country, however, still requires conformity assessment of the design rules to its own building regulation. Direct adoption of the design rule is usually not feasible due to differences in design format and material properties specifications. This paper demonstrates the process of adaptation of international design procedures to develop the Australian Standard AS 5216 for metal anchors (fasteners) in concrete. The original European design provisions has been adapted for Australian use. The paper outlines what factors need to be considered in the adaptation process for international harmonisation of structural design for metal anchors in concrete. Furthermore, the paper demonstrates the workability ofBV1 Verification Method in the Australian National Construction Code (NCC) and its limitations for the purpose of demonstration of conformity.
{"title":"Methodology for development of AS 5216 using international harmonisation of construction products standard","authors":"J. Lee, A. Amirsardari, L. Pham, E. Gad","doi":"10.1080/13287982.2021.2019886","DOIUrl":"https://doi.org/10.1080/13287982.2021.2019886","url":null,"abstract":"ABSTRACT The adaptation of the design rules from one country for use in another country is becoming more frequent with growing international trade. For construction products, an individual country, however, still requires conformity assessment of the design rules to its own building regulation. Direct adoption of the design rule is usually not feasible due to differences in design format and material properties specifications. This paper demonstrates the process of adaptation of international design procedures to develop the Australian Standard AS 5216 for metal anchors (fasteners) in concrete. The original European design provisions has been adapted for Australian use. The paper outlines what factors need to be considered in the adaptation process for international harmonisation of structural design for metal anchors in concrete. Furthermore, the paper demonstrates the workability ofBV1 Verification Method in the Australian National Construction Code (NCC) and its limitations for the purpose of demonstration of conformity.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"31 1","pages":"90 - 96"},"PeriodicalIF":1.1,"publicationDate":"2022-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"82357867","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 : 2022-04-03DOI: 10.1080/13287982.2021.2012388
Chanchal Sonkar, A. Mittal
ABSTRACT Load-bearing cold-formed steel (CFS) wall panels comprise of a stud (C-section), track (U-section) and sheathing. Sheathing is fastened to the CFS frame with self-drilling screws, which has an effect on the axial load-carrying capacity of panels. Experiments are complex and often expensive as they require use of different resources (raw material, manpower etc.). Therefore, conducting experiments is not always possible and an efficient design tool is necessary. Few studies are present in literature on comparing the effectiveness of available design methodologies. For the first time, an attempt is made to compare all the three (03) presented mathematical models together to predict the axial strength of CFS wall panels with sheathing. The present study examines the effectiveness of such analytical/semi-analytical tools, namely, Rayleigh-Ritz (R-R) method, Differential equation of equilibrium (DEEq) method and Constrained and Unconstrained Finite Strip Method – Direct Strength Method (CUFSM-DSM) for estimation of axial load-carrying capacity of sheathed CFS panels. The results show that CUFSM-DSM can be utilized meritoriously for evaluation of sheathed CFS wall panels.
{"title":"Comparative study of analytical/semi-analytical methods for prediction of axial strength of cold-formed steel wall panels with sheathing","authors":"Chanchal Sonkar, A. Mittal","doi":"10.1080/13287982.2021.2012388","DOIUrl":"https://doi.org/10.1080/13287982.2021.2012388","url":null,"abstract":"ABSTRACT Load-bearing cold-formed steel (CFS) wall panels comprise of a stud (C-section), track (U-section) and sheathing. Sheathing is fastened to the CFS frame with self-drilling screws, which has an effect on the axial load-carrying capacity of panels. Experiments are complex and often expensive as they require use of different resources (raw material, manpower etc.). Therefore, conducting experiments is not always possible and an efficient design tool is necessary. Few studies are present in literature on comparing the effectiveness of available design methodologies. For the first time, an attempt is made to compare all the three (03) presented mathematical models together to predict the axial strength of CFS wall panels with sheathing. The present study examines the effectiveness of such analytical/semi-analytical tools, namely, Rayleigh-Ritz (R-R) method, Differential equation of equilibrium (DEEq) method and Constrained and Unconstrained Finite Strip Method – Direct Strength Method (CUFSM-DSM) for estimation of axial load-carrying capacity of sheathed CFS panels. The results show that CUFSM-DSM can be utilized meritoriously for evaluation of sheathed CFS wall panels.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"15 12 1","pages":"142 - 162"},"PeriodicalIF":1.1,"publicationDate":"2022-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"86980661","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 : 2022-04-03DOI: 10.1080/13287982.2021.2019884
H. Pham
ABSTRACT The design methodology for shear and torsional strength of reinforced and prestressed concrete beams have been changed recently following the release of AS5100-2017. The shear strength is now required to be computed based on the Modified Compression Field Theory. This is to align Australian practice with international practice. However, there have been many issues identified regarding this switch, especially for prestressed concrete girders. It is not clear to many engineers if the new methodology and formulations in AS5100-2017 do provide a better prediction of the shear strength. In this paper, the author set out to address this question by first explaining the basis of the formulation and the simplifications that have been made. To verify the model, a carefully selected database of published experimental data was collected and the test data was used to validate the accuracy of the code formulation. While the focus of this study is for shear strength of prestressed girders, shear and torsional strength for reinforced girders was also explored.
{"title":"Verification of shear and torsional strength of prestressed concrete girders predicted using Australian Standards","authors":"H. Pham","doi":"10.1080/13287982.2021.2019884","DOIUrl":"https://doi.org/10.1080/13287982.2021.2019884","url":null,"abstract":"ABSTRACT The design methodology for shear and torsional strength of reinforced and prestressed concrete beams have been changed recently following the release of AS5100-2017. The shear strength is now required to be computed based on the Modified Compression Field Theory. This is to align Australian practice with international practice. However, there have been many issues identified regarding this switch, especially for prestressed concrete girders. It is not clear to many engineers if the new methodology and formulations in AS5100-2017 do provide a better prediction of the shear strength. In this paper, the author set out to address this question by first explaining the basis of the formulation and the simplifications that have been made. To verify the model, a carefully selected database of published experimental data was collected and the test data was used to validate the accuracy of the code formulation. While the focus of this study is for shear strength of prestressed girders, shear and torsional strength for reinforced girders was also explored.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"34 1","pages":"119 - 129"},"PeriodicalIF":1.1,"publicationDate":"2022-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73515125","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 : 2022-04-03DOI: 10.1080/13287982.2021.2022448
Longyu Cai, Wei Zhang, Z. Liu
ABSTRACT Residual stress has almost always been an essential issue associated with welded structural steel. In this paper, thermal elastic–plastic finite element method (FEM) is adopted to calculate the welding residual stress of a steel frame beam-to-column, and then the calculated residual stress is applied to the subject as an initial condition to calculate its mechanical behaviour. Both monotonic loading and cyclic loading are designed to simulate the seismic behaviour of the structure. Bonora damage model [41–44] is used to calculate the initiation and propagation of the crack. Finally, the hysteretic curve of the structure under cyclic loading is obtained. The results show that the main component of the welding residual stress along weld fillers of the steel frame beam-to-column is longitudinal tensile stress, and the magnitude of the residual tensile stress in welding stable zone is about 1.2 times of the material yield stress. Welding residual stress mainly affects the ductility and fracture behaviour of the steel frame beam-to-column. Under monotonic loading, the drift ratio of crack initiation with welding residual stress is reduced by 9% compared with that without welding residual stress. Under cyclic loading, when welding residual stress is taken into account, the crack initiates a little earlier than when welding residual stress is not considered. Compared with monotonic loading, crack initiates much easier when the structure is subjected to cyclic loading.
{"title":"Numerical calculation on the seismic performance of a steel frame beam-to-column joint with welding residual stress","authors":"Longyu Cai, Wei Zhang, Z. Liu","doi":"10.1080/13287982.2021.2022448","DOIUrl":"https://doi.org/10.1080/13287982.2021.2022448","url":null,"abstract":"ABSTRACT Residual stress has almost always been an essential issue associated with welded structural steel. In this paper, thermal elastic–plastic finite element method (FEM) is adopted to calculate the welding residual stress of a steel frame beam-to-column, and then the calculated residual stress is applied to the subject as an initial condition to calculate its mechanical behaviour. Both monotonic loading and cyclic loading are designed to simulate the seismic behaviour of the structure. Bonora damage model [41–44] is used to calculate the initiation and propagation of the crack. Finally, the hysteretic curve of the structure under cyclic loading is obtained. The results show that the main component of the welding residual stress along weld fillers of the steel frame beam-to-column is longitudinal tensile stress, and the magnitude of the residual tensile stress in welding stable zone is about 1.2 times of the material yield stress. Welding residual stress mainly affects the ductility and fracture behaviour of the steel frame beam-to-column. Under monotonic loading, the drift ratio of crack initiation with welding residual stress is reduced by 9% compared with that without welding residual stress. Under cyclic loading, when welding residual stress is taken into account, the crack initiates a little earlier than when welding residual stress is not considered. Compared with monotonic loading, crack initiates much easier when the structure is subjected to cyclic loading.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"118 1","pages":"130 - 141"},"PeriodicalIF":1.1,"publicationDate":"2022-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"87994014","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 : 2022-04-03DOI: 10.1080/13287982.2021.2021628
I. B. Muhit, M. Stewart, M. Masia
ABSTRACT In a masonry veneer wall system, tie strengths and stiffnesses vary randomly and so are not consistent for all ties throughout the wall. To ensure an economical and safe design, this paper uses tie calibration experimental approach in accordance with the standard AS2699.1 to investigate the tie failure load under compression and tension loading. Probabilistic wall tie characterisations are accomplished by estimating the mean, coefficient of variation and characteristic axial compressive and tensile strength from 50 specimens. The displacement across the cavity is recorded, which resulted the complete load versus displacement response. Using the maximum likelihood method, a range of probability distributions are fitted to tie strengths at different displacement histogram data sets, and a best-fitted probability distribution is selected for each case. The inverse cumulative distribution function plots are also used along with the Anderson-Darling test to infer a goodness-of-fit for the probabilistic models. An extensive statistical correlation analysis is also conducted to check the correlation between different tie strengths and associated displacement for both compression and tension loading. Based on the findings, a wall tie constitutive law is proposed to define probabilistic tie behaviour in numerical modelling.
{"title":"Probabilistic constitutive law for masonry veneer wall ties","authors":"I. B. Muhit, M. Stewart, M. Masia","doi":"10.1080/13287982.2021.2021628","DOIUrl":"https://doi.org/10.1080/13287982.2021.2021628","url":null,"abstract":"ABSTRACT In a masonry veneer wall system, tie strengths and stiffnesses vary randomly and so are not consistent for all ties throughout the wall. To ensure an economical and safe design, this paper uses tie calibration experimental approach in accordance with the standard AS2699.1 to investigate the tie failure load under compression and tension loading. Probabilistic wall tie characterisations are accomplished by estimating the mean, coefficient of variation and characteristic axial compressive and tensile strength from 50 specimens. The displacement across the cavity is recorded, which resulted the complete load versus displacement response. Using the maximum likelihood method, a range of probability distributions are fitted to tie strengths at different displacement histogram data sets, and a best-fitted probability distribution is selected for each case. The inverse cumulative distribution function plots are also used along with the Anderson-Darling test to infer a goodness-of-fit for the probabilistic models. An extensive statistical correlation analysis is also conducted to check the correlation between different tie strengths and associated displacement for both compression and tension loading. Based on the findings, a wall tie constitutive law is proposed to define probabilistic tie behaviour in numerical modelling.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"94 1","pages":"97 - 118"},"PeriodicalIF":1.1,"publicationDate":"2022-04-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"79219797","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 : 2022-03-30DOI: 10.1080/13287982.2022.2055816
S. H. Buch, R. Suhail
ABSTRACT A comprehensive review is undertaken in this study in order to determine the bond-slip behaviour of deformed rebars in normal and high strength concrete at elevated temperatures. The experimental as well as numerical works are reviewed, and the effect of different parametric variations on bond-slip behaviour at elevated temperatures is reviewed.
{"title":"Bond-slip Behaviour of Deformed Rebars in Normal and High Strength Concrete at Elevated Temperature-a review","authors":"S. H. Buch, R. Suhail","doi":"10.1080/13287982.2022.2055816","DOIUrl":"https://doi.org/10.1080/13287982.2022.2055816","url":null,"abstract":"ABSTRACT A comprehensive review is undertaken in this study in order to determine the bond-slip behaviour of deformed rebars in normal and high strength concrete at elevated temperatures. The experimental as well as numerical works are reviewed, and the effect of different parametric variations on bond-slip behaviour at elevated temperatures is reviewed.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"62 1","pages":"189 - 204"},"PeriodicalIF":1.1,"publicationDate":"2022-03-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73107302","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 : 2022-03-17DOI: 10.1080/13287982.2022.2048479
A. Verma, V. S. Babu, A. S.
ABSTRACT The depletion of natural resources occurs at a rapidly decreasing rate due to the growing demand for concrete. Therefore, the current research study uses recycled aggregate (RA) in concrete as a replacement for natural aggregate (NA) after proper treatment. The fresh, hardened, and durability properties have been examined in the current work. The adherent mortar over recycled aggregate (RA) makes it lower grade due to increased water absorption and lower strength. Based on Literature, natural aggregate concrete (NAC) has better strength and durability properties than recycled aggregate concrete (RAC). While making concrete using RA, using a two-stage mixing approach (TSMA) improves RAC properties better than the normal mixing approach (NMA). This study examines the influence of different mixing methods on concrete made from treated recycled aggregate(TRA). Four different mixing variants (viz. NMA, TSMA, TSMA1, TSMA2) were used in this work. The natural aggregate (NA) was replaced with TRA at various replacement levels in all variants, including 0%, 25%, 50%, 75%, and 100% in a control mix of M40. Based on the experimental results, the mixing method TSMA2 improved the various properties like strength and interfacial transition zone (ITZ) of TRA concrete compared to all other mixing techniques considered.
{"title":"Influence of modified two-stage mixing approaches on recycled aggregate treated with a hybrid method of treatment","authors":"A. Verma, V. S. Babu, A. S.","doi":"10.1080/13287982.2022.2048479","DOIUrl":"https://doi.org/10.1080/13287982.2022.2048479","url":null,"abstract":"ABSTRACT The depletion of natural resources occurs at a rapidly decreasing rate due to the growing demand for concrete. Therefore, the current research study uses recycled aggregate (RA) in concrete as a replacement for natural aggregate (NA) after proper treatment. The fresh, hardened, and durability properties have been examined in the current work. The adherent mortar over recycled aggregate (RA) makes it lower grade due to increased water absorption and lower strength. Based on Literature, natural aggregate concrete (NAC) has better strength and durability properties than recycled aggregate concrete (RAC). While making concrete using RA, using a two-stage mixing approach (TSMA) improves RAC properties better than the normal mixing approach (NMA). This study examines the influence of different mixing methods on concrete made from treated recycled aggregate(TRA). Four different mixing variants (viz. NMA, TSMA, TSMA1, TSMA2) were used in this work. The natural aggregate (NA) was replaced with TRA at various replacement levels in all variants, including 0%, 25%, 50%, 75%, and 100% in a control mix of M40. Based on the experimental results, the mixing method TSMA2 improved the various properties like strength and interfacial transition zone (ITZ) of TRA concrete compared to all other mixing techniques considered.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"2 1","pages":"230 - 253"},"PeriodicalIF":1.1,"publicationDate":"2022-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"75316058","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 : 2022-03-03DOI: 10.1080/13287982.2022.2044613
S. A, M. M, A. K, C. A., K. R.
ABSTRACT An extensive experimental study was implemented to investigate the structural and material properties of Waste Glass Powder (WGP) as fine aggregate in Incinerated Bio-Medical Waste Ash (IBWA) – Ground Granulated Blast Furnace Slag (GGBFS) based Geopolymer Concrete (GPC). The research was based on the compressive, splitting tensile and flexural efficiency of GGBS-based geopolymer concrete mixed with IBWA as binder and WGP as fine aggregate. To determine the concrete strength, four different types of proportions were designed as beams and columns. The mechanical properties such as compressive strength and splitting tensile strength and flexural properties for beams such as deflection, ductility factor, flexural strength, and toughness index, and flexural properties for columns such as load-carrying capacity, stress-strain behaviour, and load-deflection behaviours were calculated. Comparative analyzes were performed to assess the efficiency of Waste Glass Powder and Incinerated Biomedical Waste Ash in GGBS-based geopolymer concrete against Reinforced Cement Concrete (RCC). The findings showed that the Waste Glass Powder and Incinerated Bio-Medical Waste Ash embedded in GGBS-based Geopolymer concrete exhibited the highest fracture energy, as predicted from the mechanical bond between the waste materials and the GGBS-based Geopolymer concrete.
{"title":"Influence of incinerated biomedical waste ash and waste glass powder on the mechanical and flexural properties of reinforced geopolymer concrete","authors":"S. A, M. M, A. K, C. A., K. R.","doi":"10.1080/13287982.2022.2044613","DOIUrl":"https://doi.org/10.1080/13287982.2022.2044613","url":null,"abstract":"ABSTRACT An extensive experimental study was implemented to investigate the structural and material properties of Waste Glass Powder (WGP) as fine aggregate in Incinerated Bio-Medical Waste Ash (IBWA) – Ground Granulated Blast Furnace Slag (GGBFS) based Geopolymer Concrete (GPC). The research was based on the compressive, splitting tensile and flexural efficiency of GGBS-based geopolymer concrete mixed with IBWA as binder and WGP as fine aggregate. To determine the concrete strength, four different types of proportions were designed as beams and columns. The mechanical properties such as compressive strength and splitting tensile strength and flexural properties for beams such as deflection, ductility factor, flexural strength, and toughness index, and flexural properties for columns such as load-carrying capacity, stress-strain behaviour, and load-deflection behaviours were calculated. Comparative analyzes were performed to assess the efficiency of Waste Glass Powder and Incinerated Biomedical Waste Ash in GGBS-based geopolymer concrete against Reinforced Cement Concrete (RCC). The findings showed that the Waste Glass Powder and Incinerated Bio-Medical Waste Ash embedded in GGBS-based Geopolymer concrete exhibited the highest fracture energy, as predicted from the mechanical bond between the waste materials and the GGBS-based Geopolymer concrete.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"25 1","pages":"254 - 268"},"PeriodicalIF":1.1,"publicationDate":"2022-03-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"84978661","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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