Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.78.4.485
Jing Zhou Zhang, M. Yam, Ghazaleh Soltanieh, R. Feng
So far analytical methods on collapse assessment of three-dimensional (3-D) steel frames have mainly focused on a single-column-removal scenario. However, the collapse of the Federal Building in the US due to car bomb explosion indicated that the loss of multiple columns may occur in the real structures, wherein the structures are more vulnerable to collapse. Meanwhile, the General Services Administration (GSA) in the US suggested that the removal of side columns of the structure has a great possibility to cause collapse. Therefore, this paper analytically deals with the robustness of 3-D steel frames in a twoside- column-removal (TSCR) scenario. Analytical method is first proposed to determine the collapse resistance of the frame during this column-removal procedure. The reliability of the analytical method is verified by the finite element results. Moreover, a design-based methodology is proposed to quickly assess the robustness of the frame due to a TSCR scenario. It is found the analytical method can reasonably predict the resistance-displacement relationship of the frame in the TSCR scenario, with an error generally less than 10%. The parametric numerical analyses suggest that the slab thickness mainly affects the plastic bearing capacity of the frame. The rebar diameter mainly affects the capacity of the frame at large displacement. However, the steel beam section height affects both the plastic and ultimate bearing capacity of the frame. A case study on a sixstorey steel frame shows that the design-based methodology provides a conservative prediction on the robustness of the frame.
{"title":"Collapse resistance of steel frames in two-side-column-removal scenario: Analytical method and design approach","authors":"Jing Zhou Zhang, M. Yam, Ghazaleh Soltanieh, R. Feng","doi":"10.12989/SEM.2021.78.4.485","DOIUrl":"https://doi.org/10.12989/SEM.2021.78.4.485","url":null,"abstract":"So far analytical methods on collapse assessment of three-dimensional (3-D) steel frames have mainly focused on a single-column-removal scenario. However, the collapse of the Federal Building in the US due to car bomb explosion indicated that the loss of multiple columns may occur in the real structures, wherein the structures are more vulnerable to collapse. Meanwhile, the General Services Administration (GSA) in the US suggested that the removal of side columns of the structure has a great possibility to cause collapse. Therefore, this paper analytically deals with the robustness of 3-D steel frames in a twoside- column-removal (TSCR) scenario. Analytical method is first proposed to determine the collapse resistance of the frame during this column-removal procedure. The reliability of the analytical method is verified by the finite element results. Moreover, a design-based methodology is proposed to quickly assess the robustness of the frame due to a TSCR scenario. It is found the analytical method can reasonably predict the resistance-displacement relationship of the frame in the TSCR scenario, with an error generally less than 10%. The parametric numerical analyses suggest that the slab thickness mainly affects the plastic bearing capacity of the frame. The rebar diameter mainly affects the capacity of the frame at large displacement. However, the steel beam section height affects both the plastic and ultimate bearing capacity of the frame. A case study on a sixstorey steel frame shows that the design-based methodology provides a conservative prediction on the robustness of the frame.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"78 1","pages":"485-496"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66125995","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.78.6.765
S. Chorfi, A. Houmat
In this study, we present an efficient coupled method for the doubly curved shell vibration modeling. The proposed model is based on the coupling of the hierarchical p-finite element method and the standard h-finite element method. The helements define the curved boundaries of the shell while the p-elements describe the interior domain. The connectivity between the two discretized domains is assured by the least square method. In comparison to conventional models, the coupled model captures accurately the shell curvilinear boundary with high computational efficiency and small number of elements. The proposed model is validated against both analytical solution and numerical simulation. Doubly curved shell structures with different cutouts are presented to show the robustness, applicability and computational convenience of the proposed coupled approach for complex shell geometries.
{"title":"Doubly curved shell vibration using coupled finite element method","authors":"S. Chorfi, A. Houmat","doi":"10.12989/SEM.2021.78.6.765","DOIUrl":"https://doi.org/10.12989/SEM.2021.78.6.765","url":null,"abstract":"In this study, we present an efficient coupled method for the doubly curved shell vibration modeling. The proposed model is based on the coupling of the hierarchical p-finite element method and the standard h-finite element method. The helements define the curved boundaries of the shell while the p-elements describe the interior domain. The connectivity between the two discretized domains is assured by the least square method. In comparison to conventional models, the coupled model captures accurately the shell curvilinear boundary with high computational efficiency and small number of elements. The proposed model is validated against both analytical solution and numerical simulation. Doubly curved shell structures with different cutouts are presented to show the robustness, applicability and computational convenience of the proposed coupled approach for complex shell geometries.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"78 1","pages":"765"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66126815","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.78.6.715
Liqiang Jiang, Xingshuo Zhang, Li-zhong Jiang, Chang He, Jihong Ye, Yu Ran
Steel frames equipped with beam-only-connected steel panel wall (SPWF) system is one type of lateral resisting systems. The fundamental period is necessary to calculate the lateral force for seismic design, however, almost no investigations have been reported for the period estimation of SPWF structures, both in theoretically and in codes. This paper proposes a simple theoretical method to predict the fundamental periods of the SPWF structures based on the basic theory of engineering mechanics. The proposed method estimates the SPWF structures as a shear system of steel frames and a shear-flexure system of SPWs separately, and calculates the fundamental periods of the SPWF structures according to the integration of lateral stiffness of the steel frames and the SPWs along the height. Finite element method (FEM) is used to analyze the periods of 45 case steel frames or SPWF buildings with different configurations, and the FEM is validated by the test results of four specimens. The errors cannot be ignored between FEM and theoretical results due to the simplifications. Thus the finial formula is proposed by correcting the theoretical equations. The relative errors between the periods predicted from the final proposed formula and the results of FEM are no more than 4.6%. The proposed formula could be reliably used for fundamental period estimation of new, existing and damaged SPWF buildings.
{"title":"Fundamental period estimation of steel frames equipped with steel panel walls","authors":"Liqiang Jiang, Xingshuo Zhang, Li-zhong Jiang, Chang He, Jihong Ye, Yu Ran","doi":"10.12989/SEM.2021.78.6.715","DOIUrl":"https://doi.org/10.12989/SEM.2021.78.6.715","url":null,"abstract":"Steel frames equipped with beam-only-connected steel panel wall (SPWF) system is one type of lateral resisting systems. The fundamental period is necessary to calculate the lateral force for seismic design, however, almost no investigations have been reported for the period estimation of SPWF structures, both in theoretically and in codes. This paper proposes a simple theoretical method to predict the fundamental periods of the SPWF structures based on the basic theory of engineering mechanics. The proposed method estimates the SPWF structures as a shear system of steel frames and a shear-flexure system of SPWs separately, and calculates the fundamental periods of the SPWF structures according to the integration of lateral stiffness of the steel frames and the SPWs along the height. Finite element method (FEM) is used to analyze the periods of 45 case steel frames or SPWF buildings with different configurations, and the FEM is validated by the test results of four specimens. The errors cannot be ignored between FEM and theoretical results due to the simplifications. Thus the finial formula is proposed by correcting the theoretical equations. The relative errors between the periods predicted from the final proposed formula and the results of FEM are no more than 4.6%. The proposed formula could be reliably used for fundamental period estimation of new, existing and damaged SPWF buildings.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"78 1","pages":"715"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66126970","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.79.1.083
J. Beltran, Tomás Bravo
Experimental and numerical studies have concluded that two of the main phenomena that govern the static response of damaged ropes and strands are the strain localization and asymmetry in damage distribution. In this paper, the dependency of the damage-tolerance properties and the accumulated damage level experienced up to the onset of failure on these two phenomena is investigated. To this end, a nonlinear model that couples the effects of these two phenomena is utilized to study the static response of damaged polyester ropes and metallic (steel and aluminium) strands. In particular, the residual stiffness, the residual strength, the reduction in the deformation capacity, and the accumulated damage, based on residual toughness values, are computed for a wide range of initial damage levels exerted on the ropes and strands. Experimental static tensile test data are used to validate the predictions provided by the nonlinear model in which initial damage levels and specimens diameters vary from 5% to 55% and 6mm to 166 mm respectively. Results indicate that the nonlinear model is capable of establishing the main phenomena that rules specimens response providing an accurate prediction of the damage tolerance-parameters and the damage level accumulated at the onset of specimens failure.
{"title":"Numerical assessment of the damage-tolerance properties of polyester ropes and metallic strands","authors":"J. Beltran, Tomás Bravo","doi":"10.12989/SEM.2021.79.1.083","DOIUrl":"https://doi.org/10.12989/SEM.2021.79.1.083","url":null,"abstract":"Experimental and numerical studies have concluded that two of the main phenomena that govern the static response of damaged ropes and strands are the strain localization and asymmetry in damage distribution. In this paper, the dependency of the damage-tolerance properties and the accumulated damage level experienced up to the onset of failure on these two phenomena is investigated. To this end, a nonlinear model that couples the effects of these two phenomena is utilized to study the static response of damaged polyester ropes and metallic (steel and aluminium) strands. In particular, the residual stiffness, the residual strength, the reduction in the deformation capacity, and the accumulated damage, based on residual toughness values, are computed for a wide range of initial damage levels exerted on the ropes and strands. Experimental static tensile test data are used to validate the predictions provided by the nonlinear model in which initial damage levels and specimens diameters vary from 5% to 55% and 6mm to 166 mm respectively. Results indicate that the nonlinear model is capable of establishing the main phenomena that rules specimens response providing an accurate prediction of the damage tolerance-parameters and the damage level accumulated at the onset of specimens failure.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"65 1","pages":"083"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66127233","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.79.3.289
Pourya Sam-Daliri, S. M. Zahrai, H. Dahaghin
The considerable capacity of friction dampers in energy dissipation makes them a good choice for vibration control of structures. The slip force of friction dampers and also the stiffness of the corresponding bracing system are the major parameters that must be chosen carefully in the design procedure of these dampers. This paper presents an innovative approach to determine these parameters using the data extracted from a series of analyses conducted on three different structures, subjected to five different earthquake records. For this purpose, 900 time-history analyses are conducted. The responses extracted from these analyses are used to compare the effect of different slip forces and to choose the optimum case. Also, a stiffness calibration method is proposed to determine the bracing system stiffness. Finally, two multi-functional optimization methods are introduced to find a single value for optimal slip force. It is shown that between 56 to 74% of the input energy can be dissipated by friction dampers, using this design approach. Additionally, up to 20, 45, 64, and 62% reductions in maximum displacement, velocity, acceleration, and base shear are achieved respectively for the structures studied in this research.
{"title":"Towards optimal slip force and stiffness distribution in designing friction dampers","authors":"Pourya Sam-Daliri, S. M. Zahrai, H. Dahaghin","doi":"10.12989/SEM.2021.79.3.289","DOIUrl":"https://doi.org/10.12989/SEM.2021.79.3.289","url":null,"abstract":"The considerable capacity of friction dampers in energy dissipation makes them a good choice for vibration control of structures. The slip force of friction dampers and also the stiffness of the corresponding bracing system are the major parameters that must be chosen carefully in the design procedure of these dampers. This paper presents an innovative approach to determine these parameters using the data extracted from a series of analyses conducted on three different structures, subjected to five different earthquake records. For this purpose, 900 time-history analyses are conducted. The responses extracted from these analyses are used to compare the effect of different slip forces and to choose the optimum case. Also, a stiffness calibration method is proposed to determine the bracing system stiffness. Finally, two multi-functional optimization methods are introduced to find a single value for optimal slip force. It is shown that between 56 to 74% of the input energy can be dissipated by friction dampers, using this design approach. Additionally, up to 20, 45, 64, and 62% reductions in maximum displacement, velocity, acceleration, and base shear are achieved respectively for the structures studied in this research.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"11 1","pages":"289"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66127915","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.79.3.309
Y. Özkılıç, Ceyhun Aksoylu, M. Arslan
Shear and bending strength of reinforced concrete beams depend on many parameters. It is extremely important to take the necessary precautions in terms of shear in order for the beams to reach their bending capacity. For this reason, it is necessary to determine the effective parameters especially on shear capacity in beams. However, the actual capacity calculation is quite difficult according to regulations that are very conservative in terms of design. Therefore, many experimental studies have been conducted on the shear capacity of the beams. However, this situation is not meaningful in terms of both time and cost, since many experiments will be required to interpret the beam shear behavior, which depends on many parameters. For this reason, the use of advanced software whose verification is performed according to experimental data has become widespread. In this study, a numerical study was carried out on 36 different beam models using the ABAQUS finite element program to examine the effect of the shear span/effective depth (av/d) ratio, stirrup spacing (sw) and the angle of stirrup (a). The results showed that as the av/d increase, the behavior of a shear deficient beam tends to typical bending behavior. Although the effect of stirrup angle on shear capacity is quite high, stirrup angles of 30o and 60o give very similar results. The effect of stirrup spacing is quite limited at relatively high av/d. Stirrups with 90o do not contribute to ductility in beams with high av/d.
{"title":"Numerical evaluation of effects of shear span, stirrup spacing and angle of stirrup on reinforced concrete beam behaviour","authors":"Y. Özkılıç, Ceyhun Aksoylu, M. Arslan","doi":"10.12989/SEM.2021.79.3.309","DOIUrl":"https://doi.org/10.12989/SEM.2021.79.3.309","url":null,"abstract":"Shear and bending strength of reinforced concrete beams depend on many parameters. It is extremely important to take the necessary precautions in terms of shear in order for the beams to reach their bending capacity. For this reason, it is necessary to determine the effective parameters especially on shear capacity in beams. However, the actual capacity calculation is quite difficult according to regulations that are very conservative in terms of design. Therefore, many experimental studies have been conducted on the shear capacity of the beams. However, this situation is not meaningful in terms of both time and cost, since many experiments will be required to interpret the beam shear behavior, which depends on many parameters. For this reason, the use of advanced software whose verification is performed according to experimental data has become widespread. In this study, a numerical study was carried out on 36 different beam models using the ABAQUS finite element program to examine the effect of the shear span/effective depth (av/d) ratio, stirrup spacing (sw) and the angle of stirrup (a). The results showed that as the av/d increase, the behavior of a shear deficient beam tends to typical bending behavior. Although the effect of stirrup angle on shear capacity is quite high, stirrup angles of 30o and 60o give very similar results. The effect of stirrup spacing is quite limited at relatively high av/d. Stirrups with 90o do not contribute to ductility in beams with high av/d.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"79 1","pages":"309"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66128308","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.79.5.557
Lindemberg O. Almeida, M. G. Lima, I. Esteves, G. S. Munhoz, R. A. Medeiros-Junior
Several studies discuss how climate change influences precipitation, temperature, and wind loads. The wind loads, in particular, are a great concern in structural design, as their dynamic forces directly affect structural safety. In Brazilian codes, the wind loads are based on an isopleth map, created in 1977. The experimental data was collected on few weather stations (between 1950 and 1974) and treated statistically before being plotted. In view of this, a new assessment of the Brazilian code is necessary to evaluate the impact of climate change in the wind speeds and to develop a more thorough method, since a greater number of isopleths are more favorable for designing with safety. In this study, new data was collected from a greater number of weather stations, and a new approach to select and process wind-related data was proposed. The new method combined the maximum likelihood estimation with Gumbel distribution. The new method also adopted Kriging interpolation to georeference the wind speeds according to each station. The main advantage was to consider the extreme wind speed as a regionalized variable. After validating the results, a new isopleth map was created with updated data and greater precision. Finally, it could be seen a significant increase in the speed of extreme winds in the Brazilian territory. This confirmed the existing global trend discussed in the literature.
{"title":"Updating the Brazilian wind speed map for structural design","authors":"Lindemberg O. Almeida, M. G. Lima, I. Esteves, G. S. Munhoz, R. A. Medeiros-Junior","doi":"10.12989/SEM.2021.79.5.557","DOIUrl":"https://doi.org/10.12989/SEM.2021.79.5.557","url":null,"abstract":"Several studies discuss how climate change influences precipitation, temperature, and wind loads. The wind loads, in particular, are a great concern in structural design, as their dynamic forces directly affect structural safety. In Brazilian codes, the wind loads are based on an isopleth map, created in 1977. The experimental data was collected on few weather stations (between 1950 and 1974) and treated statistically before being plotted. In view of this, a new assessment of the Brazilian code is necessary to evaluate the impact of climate change in the wind speeds and to develop a more thorough method, since a greater number of isopleths are more favorable for designing with safety. In this study, new data was collected from a greater number of weather stations, and a new approach to select and process wind-related data was proposed. The new method combined the maximum likelihood estimation with Gumbel distribution. The new method also adopted Kriging interpolation to georeference the wind speeds according to each station. The main advantage was to consider the extreme wind speed as a regionalized variable. After validating the results, a new isopleth map was created with updated data and greater precision. Finally, it could be seen a significant increase in the speed of extreme winds in the Brazilian territory. This confirmed the existing global trend discussed in the literature.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"79 1","pages":"557"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66130102","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.77.3.383
Qin Yang, Jun-xiao He, Juan Wang
Column foot in traditional Chinese timber structures may be subjected to be uplifted due to the lateral load and subsequently reset under the vertical loads. The residual moment of the rocking column foot is the most important parameter representing the mechanical behaviors of column foot, and the simplification of joints is the basis of structural analysis of whole structure. The complicated mechanical behaviors of joint and the modeling of the column foot joint has been undertaken historically based on the experiments and numerical simulation. On the condition of limited application range of those models, a lack of simplified model to represent the mechanical behaviors of joint deserves attentions. There is a great need to undertake theoretical studies to derive the residual moment and make better simplified model of the joint. This paper proposes the residual moment and equivalent simplified model of the rotational stiffness for column foot joint. And, the timber frame is established based on the simplified model, which is verified by solid finite element model. Results show that a mutual agreement on the mechanical behaviors of the timber frame is obtained between the simplified model and the solid finite element model. This study can serve as the references of the structural analysis for the traditional timber structures.
{"title":"Study on the mechanical behaviors of timber frame with the simplified column foot joints","authors":"Qin Yang, Jun-xiao He, Juan Wang","doi":"10.12989/SEM.2021.77.3.383","DOIUrl":"https://doi.org/10.12989/SEM.2021.77.3.383","url":null,"abstract":"Column foot in traditional Chinese timber structures may be subjected to be uplifted due to the lateral load and subsequently reset under the vertical loads. The residual moment of the rocking column foot is the most important parameter representing the mechanical behaviors of column foot, and the simplification of joints is the basis of structural analysis of whole structure. The complicated mechanical behaviors of joint and the modeling of the column foot joint has been undertaken historically based on the experiments and numerical simulation. On the condition of limited application range of those models, a lack of simplified model to represent the mechanical behaviors of joint deserves attentions. There is a great need to undertake theoretical studies to derive the residual moment and make better simplified model of the joint. This paper proposes the residual moment and equivalent simplified model of the rotational stiffness for column foot joint. And, the timber frame is established based on the simplified model, which is verified by solid finite element model. Results show that a mutual agreement on the mechanical behaviors of the timber frame is obtained between the simplified model and the solid finite element model. This study can serve as the references of the structural analysis for the traditional timber structures.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"32 1","pages":"383-394"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66120877","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.77.6.721
H. Mortezaie, R. Zamanian
The seismic analysis of structures without applying the effects of soil can undermine functional objectives of structure so that it can affect all the desired purposes at the design and control stages of the structure. In this research, employing OpenSees and MATLAB software simultaneously and developing a definite three-dimensional finite element model of a highrise concrete structure, designed using performance-based plastic design approach, the performance of Tuned Mass Damper (TMD) and Active Mass Damper (AMD) is both examined and compared. Moreover some less noted aspects such as nonlinear interaction of soil and structure, uplift, nonlinear behavior of structure and structural torsion have received more attention. For this purpose, the analysis of time history on the structural model has been performed under 22 far-field accelerogram records. Examining a full range of all structural seismic responses, including lateral displacement, acceleration, inter-story drift, lost plastic energy, number of plastic hinges, story shear force and uplift. The results indicate that TMD performs better than AMD except for lateral displacement and inter-story drift to control other structural responses. Because on the one hand, nonlinear structural parameters and soil-structure interaction have been added and on the other hand, the restriction on the control force applied that leads up to saturation phenomenon in the active control system affect the performance of AMD. Moreover, the control force applied by structural control system has created undesirable acceleration and shear force in the structure.
{"title":"Seismic control of concrete buildings with nonlinear behavior, considering soil structure interaction using AMD and TMD","authors":"H. Mortezaie, R. Zamanian","doi":"10.12989/SEM.2021.77.6.721","DOIUrl":"https://doi.org/10.12989/SEM.2021.77.6.721","url":null,"abstract":"The seismic analysis of structures without applying the effects of soil can undermine functional objectives of structure so that it can affect all the desired purposes at the design and control stages of the structure. In this research, employing OpenSees and MATLAB software simultaneously and developing a definite three-dimensional finite element model of a highrise concrete structure, designed using performance-based plastic design approach, the performance of Tuned Mass Damper (TMD) and Active Mass Damper (AMD) is both examined and compared. Moreover some less noted aspects such as nonlinear interaction of soil and structure, uplift, nonlinear behavior of structure and structural torsion have received more attention. For this purpose, the analysis of time history on the structural model has been performed under 22 far-field accelerogram records. Examining a full range of all structural seismic responses, including lateral displacement, acceleration, inter-story drift, lost plastic energy, number of plastic hinges, story shear force and uplift. The results indicate that TMD performs better than AMD except for lateral displacement and inter-story drift to control other structural responses. Because on the one hand, nonlinear structural parameters and soil-structure interaction have been added and on the other hand, the restriction on the control force applied that leads up to saturation phenomenon in the active control system affect the performance of AMD. Moreover, the control force applied by structural control system has created undesirable acceleration and shear force in the structure.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"77 1","pages":"721-734"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66123631","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-01-01DOI: 10.12989/SEM.2021.78.1.015
R. M. Fenjan, R. A. Ahmed, Nadhim M. Faleh
An investigation of the nonlinear thermal buckling behavior of a nano-sized beam constructed from intelligent materials called piezo-magnetic materials has been presented in this article. The nano-sized beam geometry has been considered based on two assumptions: an ideal straight beam and an imperfect beam. For incorporating nano-size impacts, the nano-sized beam formulation has been presented according to nonlocal elasticity. After establishing the governing equations based on classic beam theory and nonlocal elasticity, the nonlinear buckling path has been obtained via Galerkin's method together with an analytical trend. The dependency of buckling path to piezo-magnetic material composition, electro-magnetic fields and geometry imperfectness has been studied in detail.
{"title":"Post-buckling analysis of imperfect nonlocal piezoelectric beams under magnetic field and thermal loading","authors":"R. M. Fenjan, R. A. Ahmed, Nadhim M. Faleh","doi":"10.12989/SEM.2021.78.1.015","DOIUrl":"https://doi.org/10.12989/SEM.2021.78.1.015","url":null,"abstract":"An investigation of the nonlinear thermal buckling behavior of a nano-sized beam constructed from intelligent materials called piezo-magnetic materials has been presented in this article. The nano-sized beam geometry has been considered based on two assumptions: an ideal straight beam and an imperfect beam. For incorporating nano-size impacts, the nano-sized beam formulation has been presented according to nonlocal elasticity. After establishing the governing equations based on classic beam theory and nonlocal elasticity, the nonlinear buckling path has been obtained via Galerkin's method together with an analytical trend. The dependency of buckling path to piezo-magnetic material composition, electro-magnetic fields and geometry imperfectness has been studied in detail.","PeriodicalId":51181,"journal":{"name":"Structural Engineering and Mechanics","volume":"78 1","pages":"15"},"PeriodicalIF":2.2,"publicationDate":"2021-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"66123827","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
京公网安备 11010802042870号
京ICP备2023020795号-1
扫码关注我们
求助内容：
应助结果提醒方式：