Pub Date : 2022-11-24DOI: 10.1080/13287982.2022.2149977
M. Obeydi, Iman Mohammadpoor Baltork, M. Zeynalian
ABSTRACT In this paper, cold-formed steel C-shaped connectors, as one of the most commonly used components in steel wall/framing systems, were investigated under the pull-out failure modes using a detailed numerical study. Finite element models were validated using the data obtained from an experimental program; and the results were compared with the current design equations. Finally, a new pull-out strength equation was proposed based on the critical parameters affecting the behaviour of C-shaped connectors. In addition, initial bending stiffness of C-shaped connectors was studied using a simplified analytical approach; and the results obtained from the proposed new stiffness equation were compared with the initial slope of experimental and numerical force-displacement curves. These comparisons confirm the accuracy of the new strength and stiffness equations in order to apply to the analytical methods such as component-based method in future works.
{"title":"Numerical study on the stiffness and ultimate strength of cold-formed steel C-shaped connectors under pull-out failure","authors":"M. Obeydi, Iman Mohammadpoor Baltork, M. Zeynalian","doi":"10.1080/13287982.2022.2149977","DOIUrl":"https://doi.org/10.1080/13287982.2022.2149977","url":null,"abstract":"ABSTRACT In this paper, cold-formed steel C-shaped connectors, as one of the most commonly used components in steel wall/framing systems, were investigated under the pull-out failure modes using a detailed numerical study. Finite element models were validated using the data obtained from an experimental program; and the results were compared with the current design equations. Finally, a new pull-out strength equation was proposed based on the critical parameters affecting the behaviour of C-shaped connectors. In addition, initial bending stiffness of C-shaped connectors was studied using a simplified analytical approach; and the results obtained from the proposed new stiffness equation were compared with the initial slope of experimental and numerical force-displacement curves. These comparisons confirm the accuracy of the new strength and stiffness equations in order to apply to the analytical methods such as component-based method in future works.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"37 1","pages":"173 - 189"},"PeriodicalIF":1.1,"publicationDate":"2022-11-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"89050941","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 : 2022-10-26DOI: 10.1080/13287982.2022.2133721
Ali Siddique, Tahir Mehmood, S. Qazi, Shahzad Khan, Adnan Nawaz, R. F. Tufail
ABSTRACT Pakistan’s unique geographical location has made it seismically vulnerable. Owing to this, recent earthquakes have revealed the susceptibility of the existing reinforced concrete (RC) buildings in Pakistan. This has raised concerns about the structural performance of RC buildings because most mid-rise RC buildings in Pakistan have shear wall lateral force resisting systems. In this study, a survey of existing mid-rise RC buildings in Pakistan's capital territory is used to develop a database of existing RC shear walls. By using this database, this research aims to provide a seismic performance assessment of existing RC shear walls to determine their deficiencies and provide necessary experimental data for retrofitting. Two RC shear wall specimens SW1 and SW2, representing the characteristics of existing RC shear walls are tested under quasi-static loading. The seismic response of the existing RC mid-rise walls is assessed through the mode of failure, hysteretic behavior, energy dissipation, flexure and shear stiffness, and curvature distribution. The findings reveal that the existing mid-rise RC walls in the region did not satisfy the performance criteria recommended by different seismic codes. Hence a comprehensive retrofitting strategy with building code compliance are prerequisites to avoid infrastructural and economic losses due to seismic activity.
{"title":"Seismic performance evaluation of code compliant and non-compliant RC walls","authors":"Ali Siddique, Tahir Mehmood, S. Qazi, Shahzad Khan, Adnan Nawaz, R. F. Tufail","doi":"10.1080/13287982.2022.2133721","DOIUrl":"https://doi.org/10.1080/13287982.2022.2133721","url":null,"abstract":"ABSTRACT Pakistan’s unique geographical location has made it seismically vulnerable. Owing to this, recent earthquakes have revealed the susceptibility of the existing reinforced concrete (RC) buildings in Pakistan. This has raised concerns about the structural performance of RC buildings because most mid-rise RC buildings in Pakistan have shear wall lateral force resisting systems. In this study, a survey of existing mid-rise RC buildings in Pakistan's capital territory is used to develop a database of existing RC shear walls. By using this database, this research aims to provide a seismic performance assessment of existing RC shear walls to determine their deficiencies and provide necessary experimental data for retrofitting. Two RC shear wall specimens SW1 and SW2, representing the characteristics of existing RC shear walls are tested under quasi-static loading. The seismic response of the existing RC mid-rise walls is assessed through the mode of failure, hysteretic behavior, energy dissipation, flexure and shear stiffness, and curvature distribution. The findings reveal that the existing mid-rise RC walls in the region did not satisfy the performance criteria recommended by different seismic codes. Hence a comprehensive retrofitting strategy with building code compliance are prerequisites to avoid infrastructural and economic losses due to seismic activity.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"66 1","pages":"120 - 135"},"PeriodicalIF":1.1,"publicationDate":"2022-10-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"80086986","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 : 2022-10-19DOI: 10.1080/13287982.2022.2134354
Khaled Ahmat, Samer M. Barakat, S. Altoubat, Mohamad Alhalabi
ABSTRACT Following the ACI 318 design code and to control deflections, structural engineers must adhere to minimum thickness requirements for reinforced concrete (RC) slabs. However, these requirements do not account for various influencing variables such as span length, aspect ratio and applied live load. This paper assesses the adequacy of the ACI 318 minimum thickness requirements for two-way RC slabs through a probabilistic approach using Monte Carlo simulation (MCS). The probability distribution of the span-to-depth ratio (SDR) was fitted to the Burr distribution, and the goodness-of-fit test was applied to assess the fitting. Then, the effect of span length, aspect ratio, and live load on the maximum allowable SDR was evaluated, considering all material properties and applied loads as random variables. The analyses have shown a high correlation between the studied variables and the SDR. Therefore, multiple regression analysis was carried out, and four prediction models were proposed to conservatively predict the SDR for two-way slabs. The accuracy of the prediction models was statistically tested by comparing calculated to predicted SDR values, and a 10% maximum relative error was exhibited. The proposed prediction models were accurate for all practical ranges of span length, aspect ratio and live load in two-way slabs.
{"title":"Probabilistic assessment of ACI 318 minimum thickness requirements for two-way slabs","authors":"Khaled Ahmat, Samer M. Barakat, S. Altoubat, Mohamad Alhalabi","doi":"10.1080/13287982.2022.2134354","DOIUrl":"https://doi.org/10.1080/13287982.2022.2134354","url":null,"abstract":"ABSTRACT Following the ACI 318 design code and to control deflections, structural engineers must adhere to minimum thickness requirements for reinforced concrete (RC) slabs. However, these requirements do not account for various influencing variables such as span length, aspect ratio and applied live load. This paper assesses the adequacy of the ACI 318 minimum thickness requirements for two-way RC slabs through a probabilistic approach using Monte Carlo simulation (MCS). The probability distribution of the span-to-depth ratio (SDR) was fitted to the Burr distribution, and the goodness-of-fit test was applied to assess the fitting. Then, the effect of span length, aspect ratio, and live load on the maximum allowable SDR was evaluated, considering all material properties and applied loads as random variables. The analyses have shown a high correlation between the studied variables and the SDR. Therefore, multiple regression analysis was carried out, and four prediction models were proposed to conservatively predict the SDR for two-way slabs. The accuracy of the prediction models was statistically tested by comparing calculated to predicted SDR values, and a 10% maximum relative error was exhibited. The proposed prediction models were accurate for all practical ranges of span length, aspect ratio and live load in two-way slabs.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"30 1","pages":"136 - 148"},"PeriodicalIF":1.1,"publicationDate":"2022-10-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"89360305","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 : 2022-10-02DOI: 10.1080/13287982.2022.2049072
C. Rengifo, Diego A. Bravo
ABSTRACT In this study, we propose to evaluate structural control systems in terms of mechanical impedance and the peak of energy stored by the structure. Our main hypothesis is that the higher the mechanical impedance, the lower the peak of energy reached by the structure. This peak is calculated as the maximum of the difference between the energy injected by the seism and the energy dissipated as heat by viscous dampers. To support our claim, we performed numerical simulations on a three-story planar building comprising 12 revolute and four prismatic joints. Instead of using a linear mass-spring-damper model, we simulated a set of nonlinear equations given by the Newton-Euler (NE) algorithm, which has been widely used in robotics, but rarely in structural control. For energy dissipation, we compared a proportional derivative (PD) with a computed torque control (CTC). Simulation results for the CTC indicate that when all parameters of the structure are perfectly known, the deviations of the revolute and prismatic joints with respect to their nominal values are close to zero. This feature leads to almost null energy dissipation, but also reduces the energy transferred by the seism to the structure.
{"title":"Modeling and structural control of a building with holonomic constraints","authors":"C. Rengifo, Diego A. Bravo","doi":"10.1080/13287982.2022.2049072","DOIUrl":"https://doi.org/10.1080/13287982.2022.2049072","url":null,"abstract":"ABSTRACT In this study, we propose to evaluate structural control systems in terms of mechanical impedance and the peak of energy stored by the structure. Our main hypothesis is that the higher the mechanical impedance, the lower the peak of energy reached by the structure. This peak is calculated as the maximum of the difference between the energy injected by the seism and the energy dissipated as heat by viscous dampers. To support our claim, we performed numerical simulations on a three-story planar building comprising 12 revolute and four prismatic joints. Instead of using a linear mass-spring-damper model, we simulated a set of nonlinear equations given by the Newton-Euler (NE) algorithm, which has been widely used in robotics, but rarely in structural control. For energy dissipation, we compared a proportional derivative (PD) with a computed torque control (CTC). Simulation results for the CTC indicate that when all parameters of the structure are perfectly known, the deviations of the revolute and prismatic joints with respect to their nominal values are close to zero. This feature leads to almost null energy dissipation, but also reduces the energy transferred by the seism to the structure.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"45 1","pages":"324 - 337"},"PeriodicalIF":1.1,"publicationDate":"2022-10-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"88358011","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 : 2022-10-02DOI: 10.1080/13287982.2022.2091092
H. Wijaya, P. Rajeev, R. Kalfat, E. Gad, K. Abdouka
ABSTRACT Ageing infrastructure is becoming an increasing challenge as a result of deterioration and greater loading demands. Modern cities were built on top of complex underground infrastructure networks many of which are still in-service beyond their design life. The safety assessment of underground structures is of utmost importance to avoid catastrophic failures and develop cost-effective renewal and rehabilitation strategies. However, the lack of design documentation and absence of data on the level of structural deterioration make determination of current structural capacity a challenge. This paper presents a probabilistic based assessment framework for underground utility service pits using Bayesian updating technique, which is used to refine the probabilistic distribution of material properties from the prior distribution constructed using published data. A case study of an underground pit located in Central Melbourne is provided. Extensive experimental testing was conducted to characterise the material properties and a full-scale masonry wall was tested to understand the failure mode due to earth pressure and traffic load. The test data was used in strength prediction models to achieve a more accurate estimate for wall capacity. Further, the strength degradation models were integrated to develop the time-dependent material models, which were eventually used to compute reliability index.
{"title":"Structural assessment of underground utility services pit using Bayesian inference","authors":"H. Wijaya, P. Rajeev, R. Kalfat, E. Gad, K. Abdouka","doi":"10.1080/13287982.2022.2091092","DOIUrl":"https://doi.org/10.1080/13287982.2022.2091092","url":null,"abstract":"ABSTRACT Ageing infrastructure is becoming an increasing challenge as a result of deterioration and greater loading demands. Modern cities were built on top of complex underground infrastructure networks many of which are still in-service beyond their design life. The safety assessment of underground structures is of utmost importance to avoid catastrophic failures and develop cost-effective renewal and rehabilitation strategies. However, the lack of design documentation and absence of data on the level of structural deterioration make determination of current structural capacity a challenge. This paper presents a probabilistic based assessment framework for underground utility service pits using Bayesian updating technique, which is used to refine the probabilistic distribution of material properties from the prior distribution constructed using published data. A case study of an underground pit located in Central Melbourne is provided. Extensive experimental testing was conducted to characterise the material properties and a full-scale masonry wall was tested to understand the failure mode due to earth pressure and traffic load. The test data was used in strength prediction models to achieve a more accurate estimate for wall capacity. Further, the strength degradation models were integrated to develop the time-dependent material models, which were eventually used to compute reliability index.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"37 1","pages":"399 - 416"},"PeriodicalIF":1.1,"publicationDate":"2022-10-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"76287987","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 : 2022-09-08DOI: 10.1080/13287982.2022.2120239
S. Karimi, O. Mirza
ABSTRACT Bridges are integral parts of the infrastructure and play a major role in civil engineering. Bridge health monitoring is necessary to extend the life of a bridge and retain safety. Periodic monitoring contributes significantly in keeping these structures operational and extends structural integrity. Different researchers have proposed different methods for identifying bridge damages based on different theories and laboratory tests. Several review papers have been published in the literature on the identification of damage and crack in bridge structures in the last few decades. In this paper, a review of literature on damage identification in bridge structures based on different methods and theories is carried out. The aim of this paper is to critically evaluate different methods that have been proposed to detect damages in different bridges. Different papers have been carefully reviewed, and the gaps, limitations, and superiority of the methods used are identified. Furthermore, in most of the reviews, future applications and several sustainable methods which are necessary for bridge monitoring are covered. This study significantly contributes to the literature by critically examining different methods, giving guidelines on the methods that identify the damages in bridge structures more accurately, and serving as a good reference for other researchers and future works.
{"title":"Damage identification in bridge structures: review of available methods and case studies","authors":"S. Karimi, O. Mirza","doi":"10.1080/13287982.2022.2120239","DOIUrl":"https://doi.org/10.1080/13287982.2022.2120239","url":null,"abstract":"ABSTRACT Bridges are integral parts of the infrastructure and play a major role in civil engineering. Bridge health monitoring is necessary to extend the life of a bridge and retain safety. Periodic monitoring contributes significantly in keeping these structures operational and extends structural integrity. Different researchers have proposed different methods for identifying bridge damages based on different theories and laboratory tests. Several review papers have been published in the literature on the identification of damage and crack in bridge structures in the last few decades. In this paper, a review of literature on damage identification in bridge structures based on different methods and theories is carried out. The aim of this paper is to critically evaluate different methods that have been proposed to detect damages in different bridges. Different papers have been carefully reviewed, and the gaps, limitations, and superiority of the methods used are identified. Furthermore, in most of the reviews, future applications and several sustainable methods which are necessary for bridge monitoring are covered. This study significantly contributes to the literature by critically examining different methods, giving guidelines on the methods that identify the damages in bridge structures more accurately, and serving as a good reference for other researchers and future works.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"14 1","pages":"89 - 119"},"PeriodicalIF":1.1,"publicationDate":"2022-09-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"80765478","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 : 2022-08-28DOI: 10.1080/13287982.2022.2117319
S. Morkhade, L. Gupta
ABSTRACT In this study, experimental and numerical approaches are adopted to comprehensively investigate the flexural strength capacity and failure modes of I-shaped steel members with various web openings geometry. To validate the results, the finite element models are established using ABAQUS with the same configurations as the test specimens. Based on the experimental and numerical investigation it is observed that, the web openings not only weaken the practical section but also destroy its continuity. The common mode of failure observed in beams with web openings is excessive bending, Vierendeel mechanism and web post buckling. When the opening ratio exceeds 0.75, the openings greatly affect the stability of the components, which results in reduction in strength capacity of perforated beams. In contrast, when the opening ratio is less than 0.5, the openings have negligible impact on the stability and strength component. The web openings also have a significant impact on the bearing strength of the members when the provided web post width is less than 200 mm. In contrast, when the web post width exceeded 200 mm, the web opening ratio had only a small effect on the member bearing capacity. The response of the perforated beams was presented in terms of load-deflection and moment-deflection curves. .
{"title":"Critical study of steel beams with web openings","authors":"S. Morkhade, L. Gupta","doi":"10.1080/13287982.2022.2117319","DOIUrl":"https://doi.org/10.1080/13287982.2022.2117319","url":null,"abstract":"ABSTRACT In this study, experimental and numerical approaches are adopted to comprehensively investigate the flexural strength capacity and failure modes of I-shaped steel members with various web openings geometry. To validate the results, the finite element models are established using ABAQUS with the same configurations as the test specimens. Based on the experimental and numerical investigation it is observed that, the web openings not only weaken the practical section but also destroy its continuity. The common mode of failure observed in beams with web openings is excessive bending, Vierendeel mechanism and web post buckling. When the opening ratio exceeds 0.75, the openings greatly affect the stability of the components, which results in reduction in strength capacity of perforated beams. In contrast, when the opening ratio is less than 0.5, the openings have negligible impact on the stability and strength component. The web openings also have a significant impact on the bearing strength of the members when the provided web post width is less than 200 mm. In contrast, when the web post width exceeded 200 mm, the web opening ratio had only a small effect on the member bearing capacity. The response of the perforated beams was presented in terms of load-deflection and moment-deflection curves. .","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"38 1","pages":"24 - 35"},"PeriodicalIF":1.1,"publicationDate":"2022-08-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"88902913","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 : 2022-08-24DOI: 10.1080/13287982.2022.2112286
N. Khattak, H. Derakhshan, D. Thambiratnam, N. Perera, J. Ingham
ABSTRACT Worldwide, unreinforced masonry (URM) buildings are present in abundance with many holding cultural and heritage value. URM buildings have a known history of poor performance during past earthquakes because of the weak tensile properties and lack of mechanical connections between elements. Information about the construction of URM buildings for a region is important because it can help engineers and policy makers to perform seismic assessment, risk and loss studies. In this regard, this study includes a characterisation of the heritage URM buildings in Brisbane City, Australia, and its surrounding suburbs using the Queensland Heritage Register (QHR). The QHR includes a total of 1775 heritage sites, of which 323 are identified as URM buildings in Brisbane City and surrounding suburbs. The studied building characteristics obtained from QHR included the architectural styles, construction year, function/use, number of storeys, roof material and load-bearing wall materials. Other features such as roof types (shapes), plan geometry, isolated or interconnected buildings, verandas and openings, and finally the presence of seismic hazards such as gable-end walls, chimneys, and parapets have been obtained using online 3D maps. It was concluded that heritage registers in combination with online digital resources can be successfully utilised to characterise URM buildings.
{"title":"Using heritage building registers to characterise unreinforced masonry buildings of Brisbane, Australia","authors":"N. Khattak, H. Derakhshan, D. Thambiratnam, N. Perera, J. Ingham","doi":"10.1080/13287982.2022.2112286","DOIUrl":"https://doi.org/10.1080/13287982.2022.2112286","url":null,"abstract":"ABSTRACT Worldwide, unreinforced masonry (URM) buildings are present in abundance with many holding cultural and heritage value. URM buildings have a known history of poor performance during past earthquakes because of the weak tensile properties and lack of mechanical connections between elements. Information about the construction of URM buildings for a region is important because it can help engineers and policy makers to perform seismic assessment, risk and loss studies. In this regard, this study includes a characterisation of the heritage URM buildings in Brisbane City, Australia, and its surrounding suburbs using the Queensland Heritage Register (QHR). The QHR includes a total of 1775 heritage sites, of which 323 are identified as URM buildings in Brisbane City and surrounding suburbs. The studied building characteristics obtained from QHR included the architectural styles, construction year, function/use, number of storeys, roof material and load-bearing wall materials. Other features such as roof types (shapes), plan geometry, isolated or interconnected buildings, verandas and openings, and finally the presence of seismic hazards such as gable-end walls, chimneys, and parapets have been obtained using online 3D maps. It was concluded that heritage registers in combination with online digital resources can be successfully utilised to characterise URM buildings.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"46 1","pages":"1 - 23"},"PeriodicalIF":1.1,"publicationDate":"2022-08-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73518623","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 : 2022-07-08DOI: 10.1080/13287982.2022.2098600
F. S. Klak, H. Saleh, Abdulla S. Tais
ABSTRACT This paper presents the results of a testing program to examine the possibility of using crushed clay bricks as fine aggregate in concrete and mortar mixtures. A total of 90 specimens of concrete and mortar were cast at different percentages of crushed bricks (0, 25, 50, 75, and 100)% by weight as replacement of fine aggregate. Mechanical and physical properties of the specimens were conducted and presented in this paper. The experimental results indicated a decrease in compressive strength and splitting tensile strength of the concrete specimens. Also, the presence of crushed bricks aggregate in mixtures reduces the workability and flow ratio compared to the reference mix due to high water demand of the recycled aggregates than the normal aggregate. It can be noted that crushed bricks concrete is a convenient replacement in treading and finishing areas in buildings and in high floors in order to reduce the dead loads.
{"title":"Recycling of crushed clay bricks as fine aggregate in concrete and cement mortar","authors":"F. S. Klak, H. Saleh, Abdulla S. Tais","doi":"10.1080/13287982.2022.2098600","DOIUrl":"https://doi.org/10.1080/13287982.2022.2098600","url":null,"abstract":"ABSTRACT This paper presents the results of a testing program to examine the possibility of using crushed clay bricks as fine aggregate in concrete and mortar mixtures. A total of 90 specimens of concrete and mortar were cast at different percentages of crushed bricks (0, 25, 50, 75, and 100)% by weight as replacement of fine aggregate. Mechanical and physical properties of the specimens were conducted and presented in this paper. The experimental results indicated a decrease in compressive strength and splitting tensile strength of the concrete specimens. Also, the presence of crushed bricks aggregate in mixtures reduces the workability and flow ratio compared to the reference mix due to high water demand of the recycled aggregates than the normal aggregate. It can be noted that crushed bricks concrete is a convenient replacement in treading and finishing areas in buildings and in high floors in order to reduce the dead loads.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"102 1","pages":"67 - 76"},"PeriodicalIF":1.1,"publicationDate":"2022-07-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"80626792","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 : 2022-07-04DOI: 10.1080/13287982.2022.2093006
Mohamed Amine Abid, A. El Ghoulbzouri, L. Ikharrazne
ABSTRACT Progressive collapse is the failure of primary structural components produced by natural or abnormal events that may result in a total or partial collapse of the structure. In this paper, several structure models, under different column removal scenarios, were modeled and analyzed using the FE program SAP2000 to evaluate the effect of span length, the strength of structural members, and cross-section on the steel building’s resistance against progressive collapse. The Alternative Load Path method was carried out using the linear static and nonlinear dynamic analysis following the GSA 2003 guidelines for this investigation. The material and the geometric nonlinearities must be considered in the nonlinear dynamic analysis. The contribution of span length, steel grade, and cross-section to the response of the structural system was studied through the Demand Capacity Ratio for the linear static analysis. The variation of several parameters, such as bending moments, plastic hinges status and their rotations, displacements, and ductility, was discussed based on the response of the nonlinear dynamic analysis. The main objective of this study is to demonstrate the impact of the latter parameters on the structural enhancement and the reduction of the damage level triggered by the failure of a primary structural component.
{"title":"FE modelling progressive collapse assessment of steel moment frames-parametric study","authors":"Mohamed Amine Abid, A. El Ghoulbzouri, L. Ikharrazne","doi":"10.1080/13287982.2022.2093006","DOIUrl":"https://doi.org/10.1080/13287982.2022.2093006","url":null,"abstract":"ABSTRACT Progressive collapse is the failure of primary structural components produced by natural or abnormal events that may result in a total or partial collapse of the structure. In this paper, several structure models, under different column removal scenarios, were modeled and analyzed using the FE program SAP2000 to evaluate the effect of span length, the strength of structural members, and cross-section on the steel building’s resistance against progressive collapse. The Alternative Load Path method was carried out using the linear static and nonlinear dynamic analysis following the GSA 2003 guidelines for this investigation. The material and the geometric nonlinearities must be considered in the nonlinear dynamic analysis. The contribution of span length, steel grade, and cross-section to the response of the structural system was studied through the Demand Capacity Ratio for the linear static analysis. The variation of several parameters, such as bending moments, plastic hinges status and their rotations, displacements, and ductility, was discussed based on the response of the nonlinear dynamic analysis. The main objective of this study is to demonstrate the impact of the latter parameters on the structural enhancement and the reduction of the damage level triggered by the failure of a primary structural component.","PeriodicalId":45617,"journal":{"name":"Australian Journal of Structural Engineering","volume":"1 1","pages":"303 - 323"},"PeriodicalIF":1.1,"publicationDate":"2022-07-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"89859315","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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