ABSTRACT Modular steel structures are the standard method of construction in the arctic region. In this study, the feasibility of retrofitting these structures, using friction dampers, is evaluated. These structures possess some unique detailing that is the result of the method of construction used for them. This detailing is believed to contribute to the vulnerability of these structures during major seismic events. Analytical fragility curves are developed to evaluate the benefit of using friction dampers in reducing the risk of damages during significant earthquakes. The methodology that was used to develop the curves is based on calculating the maximum story drift using nonlinear time history analysis for different ground motions with different intensities and frequencies. The produced fragility curves highlight the advantages of using friction dampers in reducing the level of damage these structures can experience during earthquakes.
{"title":"VULNERABILITY ASSESSMENT OF MODULAR STEEL PLATFORM STRUCTURES UNDER SEISMIC LOADS","authors":"Y. Salem, Zhang Jin, Yanyan Huang, P. E. T. Yoo","doi":"10.2495/ERES190041","DOIUrl":"https://doi.org/10.2495/ERES190041","url":null,"abstract":"ABSTRACT Modular steel structures are the standard method of construction in the arctic region. In this study, the feasibility of retrofitting these structures, using friction dampers, is evaluated. These structures possess some unique detailing that is the result of the method of construction used for them. This detailing is believed to contribute to the vulnerability of these structures during major seismic events. Analytical fragility curves are developed to evaluate the benefit of using friction dampers in reducing the risk of damages during significant earthquakes. The methodology that was used to develop the curves is based on calculating the maximum story drift using nonlinear time history analysis for different ground motions with different intensities and frequencies. The produced fragility curves highlight the advantages of using friction dampers in reducing the level of damage these structures can experience during earthquakes.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"51 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"124149065","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}
{"title":"EARTHQUAKE RESISTANCE OF REINFORCED CONCRETE SHELLS OF DIVERSE FORMS IN THE PLANE AND WITH DIFFERENT CONTOURS","authors":"M. Danieli, A. Aronchik","doi":"10.2495/ERES190071","DOIUrl":"https://doi.org/10.2495/ERES190071","url":null,"abstract":"","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"190 9 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"132160618","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}
{"title":"FEASIBILITY OF THE UNDERGROUND EARTHQUAKE BRACELET","authors":"A. Gerges, N. Fares","doi":"10.2495/ERES190091","DOIUrl":"https://doi.org/10.2495/ERES190091","url":null,"abstract":"","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"184 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126019905","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}
This study investigates the lateral behaviour of steel moment resisting frames cladded externally with precast reinforced concrete panels, under the action of both wind and earthquake loads. The aim is to explore the possibility of achieving extra saving in the steel structure weight by utilizing the external cladding to engage in resisting the applied lateral loads. To achieve these objectives, several hypothetical steel moment-resisting frames were initially developed. Then, these frames were analysed using a push-over technique. In performing these analyses and for sake of comparison, the frames were considered as bare steel frames once and in other cases the contribution of the external reinforced concrete cladding panels was included. The structural elements of the analysed moment resisting frames (beams and columns) were modelled analytically using a beam-column element that allow the formation of plastic hinges at elements ends, while the external reinforced concrete precast cladding panels were modelled using equivalent diagonal struts that can yield and possess a criterion for collapse that simulates the possibility of failure of connection between panels and steel frames. For all performed analyses, lateral stiffness, strength, and sequence of plastic hinging were evaluated and compared. It was concluded that utilizing precast concrete external panels’ contribution in designing moment resisting frames against wind loads can improve significantly frames’ initial stiffness and strength, leading to significant reduction in their steel tonnage. For designing against earthquake loads, the panels limited frames’ lateral deformation and reduced their weights which was considered beneficial in resisting minor and moderate earthquakes and limiting the damage to non-structural elements. However, at ultimate state under severe earthquakes, to maximize the contribution of these panels, the connections between the steel frames and the panels needs to be sufficiently strong to ensure engagement of panels in resisting the lateral loads, and frames should be detailed for a strong column– weak beam concept.
{"title":"LATERAL BEHAVIOUR OF STEEL FRAMES WITH PRECAST REINFORCED CONCRETE EXTERIOR INFILL PANELS","authors":"A. Osman, Mohamed G. Kherd","doi":"10.2495/ERES190021","DOIUrl":"https://doi.org/10.2495/ERES190021","url":null,"abstract":"This study investigates the lateral behaviour of steel moment resisting frames cladded externally with precast reinforced concrete panels, under the action of both wind and earthquake loads. The aim is to explore the possibility of achieving extra saving in the steel structure weight by utilizing the external cladding to engage in resisting the applied lateral loads. To achieve these objectives, several hypothetical steel moment-resisting frames were initially developed. Then, these frames were analysed using a push-over technique. In performing these analyses and for sake of comparison, the frames were considered as bare steel frames once and in other cases the contribution of the external reinforced concrete cladding panels was included. The structural elements of the analysed moment resisting frames (beams and columns) were modelled analytically using a beam-column element that allow the formation of plastic hinges at elements ends, while the external reinforced concrete precast cladding panels were modelled using equivalent diagonal struts that can yield and possess a criterion for collapse that simulates the possibility of failure of connection between panels and steel frames. For all performed analyses, lateral stiffness, strength, and sequence of plastic hinging were evaluated and compared. It was concluded that utilizing precast concrete external panels’ contribution in designing moment resisting frames against wind loads can improve significantly frames’ initial stiffness and strength, leading to significant reduction in their steel tonnage. For designing against earthquake loads, the panels limited frames’ lateral deformation and reduced their weights which was considered beneficial in resisting minor and moderate earthquakes and limiting the damage to non-structural elements. However, at ultimate state under severe earthquakes, to maximize the contribution of these panels, the connections between the steel frames and the panels needs to be sufficiently strong to ensure engagement of panels in resisting the lateral loads, and frames should be detailed for a strong column– weak beam concept.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"9 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121922616","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}
The process of carrying out an earthquake risk assessment of a town can provide important data for authorities and disaster management to better understand risks to many buildings rather than a single building. This is even more important in the case of moderate seismic areas where any mitigation measures to be taken should be justified by seismic risk determination. Moderate seismicity does not necessarily equate to moderate damage from earthquakes. Vulnerability to earthquakes even increases with extending urban areas. Seismicity in the Pannonian Basin is moderate compared to seismicity of surrounding areas, nonetheless, reports of major earthquakes in Hungary often refer to heavy building damage and liquefaction (e.g. 1763 Komarom earthquake). Gyor was chosen to be the examined area for seismic risk analysis because it is the most important city of northwest Hungary with a large number of monumental buildings and a complex geological and geographical settings. In order to make the best use of limited resources usually characteristic to moderate seismic zones, the presented method used existing soil data, rapid visual screening of buildings, a limited number of field tests and free, but sophisticated, software. This paper focuses on the results of vulnerability analysis of buildings; however, it considers the results of seismic hazard and local site effects based on response analysis with more than 6000 realizations. Vulnerability of the buildings with different structural types were evaluated based on a rapid visual screening of 5000 building. Vulnerability based on visual screening was compared to a pushover analysis of the typical constructions. As one would expect, since the hazards and vulnerabilities were not uniformly distributed in the city districts of Gyor, there were zones of higher and lower risk. These results can then serve as useful tools for decision makers and can be applied directly to risk management plans.
{"title":"VULNERABILITY ASSESSMENT OF BUILDINGS BASED ON RAPID VISUAL SCREENING AND PUSHOVER: CASE STUDY OF GYOR, HUNGARY","authors":"O. Kegyes-Brassai","doi":"10.2495/ERES190051","DOIUrl":"https://doi.org/10.2495/ERES190051","url":null,"abstract":"The process of carrying out an earthquake risk assessment of a town can provide important data for authorities and disaster management to better understand risks to many buildings rather than a single building. This is even more important in the case of moderate seismic areas where any mitigation measures to be taken should be justified by seismic risk determination. Moderate seismicity does not necessarily equate to moderate damage from earthquakes. Vulnerability to earthquakes even increases with extending urban areas. Seismicity in the Pannonian Basin is moderate compared to seismicity of surrounding areas, nonetheless, reports of major earthquakes in Hungary often refer to heavy building damage and liquefaction (e.g. 1763 Komarom earthquake). Gyor was chosen to be the examined area for seismic risk analysis because it is the most important city of northwest Hungary with a large number of monumental buildings and a complex geological and geographical settings. In order to make the best use of limited resources usually characteristic to moderate seismic zones, the presented method used existing soil data, rapid visual screening of buildings, a limited number of field tests and free, but sophisticated, software. This paper focuses on the results of vulnerability analysis of buildings; however, it considers the results of seismic hazard and local site effects based on response analysis with more than 6000 realizations. Vulnerability of the buildings with different structural types were evaluated based on a rapid visual screening of 5000 building. Vulnerability based on visual screening was compared to a pushover analysis of the typical constructions. As one would expect, since the hazards and vulnerabilities were not uniformly distributed in the city districts of Gyor, there were zones of higher and lower risk. These results can then serve as useful tools for decision makers and can be applied directly to risk management plans.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"63 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131578049","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
When a kilometers-long tsunami wave approaches the coast, the amplitude of the tsunami wave will increase according to Green’s law, depending on the depth of the seawater. Near the shoreline, the increasing tsunami wave sucks from the front seawater and it will withdraw. The sea bottom will open, creating a drawback phenomenon. The drawback flow and the propagating wave front will collide and will form a wave with a sharp drop downwards. The tsunami break wave starts flowing rapidly to the shoreline. To simulate the situation, we can imagine a virtual dam break (theory by Ritter). As a result, we can use the rules for tsunami wave break theory to calculate an emerging massive flow. The velocity of the break wave can be obtained according to the “dam wall break flow” theory. By these rules, the flow velocity, the parabolic form of flowing water surface, the depth of the sea water at shoreline, the duration, the level of the maximum run-up height onshore and flow loading for buildings can all be calculated. The whole aforementioned shoaling process is presented by easily understandable figures. A simplified calculation example is presented based on the Asian tsunami of 2004 in Xaaphuun in Somalia, from which we have a lot of input data from 0.25-degree-shallow shore. The third and strongest drawback of the tsunami was 1300 m long and 6 m deep. Knowing the shoreline velocity (11 m/s) and estimating the flow friction, we can calculate the depth of water at shoreline, the volume flow, the timing and the average run-up height onshore. The results were in accordance with real data. Also, an explanation will be formulated for the reason why the city of Faro was spared in the Lisbon earthquake and tsunami in 1755. The tsunami shoaling process includes shoreline approaching increasing tsunami wave, drawback, collision of flows, virtual dam break, massive flow to the shoreline and run-up onshore.
{"title":"TSUNAMI SHOALING THEORY","authors":"Kalle M. Lampela","doi":"10.2495/ERES190101","DOIUrl":"https://doi.org/10.2495/ERES190101","url":null,"abstract":"When a kilometers-long tsunami wave approaches the coast, the amplitude of the tsunami wave will increase according to Green’s law, depending on the depth of the seawater. Near the shoreline, the increasing tsunami wave sucks from the front seawater and it will withdraw. The sea bottom will open, creating a drawback phenomenon. The drawback flow and the propagating wave front will collide and will form a wave with a sharp drop downwards. The tsunami break wave starts flowing rapidly to the shoreline. To simulate the situation, we can imagine a virtual dam break (theory by Ritter). As a result, we can use the rules for tsunami wave break theory to calculate an emerging massive flow. The velocity of the break wave can be obtained according to the “dam wall break flow” theory. By these rules, the flow velocity, the parabolic form of flowing water surface, the depth of the sea water at shoreline, the duration, the level of the maximum run-up height onshore and flow loading for buildings can all be calculated. The whole aforementioned shoaling process is presented by easily understandable figures. A simplified calculation example is presented based on the Asian tsunami of 2004 in Xaaphuun in Somalia, from which we have a lot of input data from 0.25-degree-shallow shore. The third and strongest drawback of the tsunami was 1300 m long and 6 m deep. Knowing the shoreline velocity (11 m/s) and estimating the flow friction, we can calculate the depth of water at shoreline, the volume flow, the timing and the average run-up height onshore. The results were in accordance with real data. Also, an explanation will be formulated for the reason why the city of Faro was spared in the Lisbon earthquake and tsunami in 1755. The tsunami shoaling process includes shoreline approaching increasing tsunami wave, drawback, collision of flows, virtual dam break, massive flow to the shoreline and run-up onshore.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"22 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129981840","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}
The authors acknowledge the Spanish Ministry of Economy and Competitiveness who partially supported this study by the grant BIA2015-69952-R.
作者感谢西班牙经济和竞争力部通过BIA2015-69952-R资助部分支持本研究。
{"title":"NUMERICAL MODEL OF TRM-REINFORCED MASONRY WALLS UNDER LATERAL IN-PLANE LOADS","authors":"S. Ivorra, D. Bru, F. Baeza, B. Torres, D. Foti","doi":"10.2495/ERES190011","DOIUrl":"https://doi.org/10.2495/ERES190011","url":null,"abstract":"The authors acknowledge the Spanish Ministry of Economy and Competitiveness who partially supported this study by the grant BIA2015-69952-R.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131764878","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}
A steel damper column using low-yield strength steel is an attractive choice for the seismic retrofitting of existing buildings because it does not introduce architectural problems, unlike braces and walls. In a seismic retrofit design using a steel damper column, the design of the connection joint between the damper column and the existing concrete member is very important. The designer needs to evaluate the maximum shear force and moment of the joint, in addition to the peak storey drift and member forces. In this study, the nonlinear peak response of a retrofitted nine-storey steel reinforced concrete building with steel damper columns was analytically investigated. A steel damper column was added on the side of the exterior frame by connection joint, using mortar, anchors, and studs. The peak response was predicted using nonlinear static (pushover) analysis, the peak storey drift, and the maximum moment and shear force at the connection joint, and the results were compared with the results obtained by nonlinear time-history analysis. Thus, it was revealed that the predicted peak storey drift, the maximum shear force, and moment at the connection joint are in good agreement with the time-history analysis results. The largest shear force of the anchor in the connection joint was also evaluated and compared with the time-history analysis results.
{"title":"PREDICTING THE PEAK SEISMIC RESPONSE OF A RETROFITTED NINE-STOREY STEEL REINFORCED CONCRETE BUILDING WITH STEEL DAMPER COLUMNS","authors":"K. Fujii, H. Sugiyama, Kazuaki Miyagawa","doi":"10.2495/ERES190061","DOIUrl":"https://doi.org/10.2495/ERES190061","url":null,"abstract":"A steel damper column using low-yield strength steel is an attractive choice for the seismic retrofitting of existing buildings because it does not introduce architectural problems, unlike braces and walls. In a seismic retrofit design using a steel damper column, the design of the connection joint between the damper column and the existing concrete member is very important. The designer needs to evaluate the maximum shear force and moment of the joint, in addition to the peak storey drift and member forces. In this study, the nonlinear peak response of a retrofitted nine-storey steel reinforced concrete building with steel damper columns was analytically investigated. A steel damper column was added on the side of the exterior frame by connection joint, using mortar, anchors, and studs. The peak response was predicted using nonlinear static (pushover) analysis, the peak storey drift, and the maximum moment and shear force at the connection joint, and the results were compared with the results obtained by nonlinear time-history analysis. Thus, it was revealed that the predicted peak storey drift, the maximum shear force, and moment at the connection joint are in good agreement with the time-history analysis results. The largest shear force of the anchor in the connection joint was also evaluated and compared with the time-history analysis results.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"65 6 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134535637","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}
A. Tarabia, S. M. Allam, E. Etman, Mohamed G. Aboelhassan
One of the main problems associated with beam-column precast connections is the lack of ductility and low shear strength. The main objective of this paper is to study experimentally the behavior of precast reinforced concrete beam-column external connections under cyclic loading and to improve the performance of shear resistance capacity for this connection type. This experimental study focused on the cyclic behavior of the bolted connection type, which is suitable for low level capacity of shear forces. In the proposed connection system, two factors were studied; firstly, introducing a shear key between column and beam in the connection zone, and secondly, studying the effect of adding shear reinforcement to this zone. Five external beam-column specimens were tested in the experimental program, including one monolithic specimen and four precast bolted connection specimens. Three variables studied in this paper were the effect of shear reinforcement in concrete shear key zone, the length of connection measured from the column face, and the location of threaded bars. All specimens were designed according to the concept of strong column and weak beam, and the specimens scale factor was two-thirds of a prototype structure in geometry according to ACI code. All specimens were loaded on the top of the column by a constant axial compressive load at the beginning of each test, and the reversed cyclic loading in accordance to a pre-described displacement history at the beam tip. The performance of the precast and monolithic connections was evaluated and compared on the basis of flexural strength, ductility, energy dissipation, and lateral drift capacity. The precast connections, with shear reinforcement at the shear key zone, exhibited higher flexural strength and initial stiffness when compared to the similar precast connection without shear reinforcement and the monolithic specimen.
{"title":"BEHAVIOR OF PRECAST REINFORCED CONCRETE BEAM-COLUMN EXTERNAL CONNECTIONS UNDER CYCLIC LOADING","authors":"A. Tarabia, S. M. Allam, E. Etman, Mohamed G. Aboelhassan","doi":"10.2495/ERES190031","DOIUrl":"https://doi.org/10.2495/ERES190031","url":null,"abstract":"One of the main problems associated with beam-column precast connections is the lack of ductility and low shear strength. The main objective of this paper is to study experimentally the behavior of precast reinforced concrete beam-column external connections under cyclic loading and to improve the performance of shear resistance capacity for this connection type. This experimental study focused on the cyclic behavior of the bolted connection type, which is suitable for low level capacity of shear forces. In the proposed connection system, two factors were studied; firstly, introducing a shear key between column and beam in the connection zone, and secondly, studying the effect of adding shear reinforcement to this zone. Five external beam-column specimens were tested in the experimental program, including one monolithic specimen and four precast bolted connection specimens. Three variables studied in this paper were the effect of shear reinforcement in concrete shear key zone, the length of connection measured from the column face, and the location of threaded bars. All specimens were designed according to the concept of strong column and weak beam, and the specimens scale factor was two-thirds of a prototype structure in geometry according to ACI code. All specimens were loaded on the top of the column by a constant axial compressive load at the beginning of each test, and the reversed cyclic loading in accordance to a pre-described displacement history at the beam tip. The performance of the precast and monolithic connections was evaluated and compared on the basis of flexural strength, ductility, energy dissipation, and lateral drift capacity. The precast connections, with shear reinforcement at the shear key zone, exhibited higher flexural strength and initial stiffness when compared to the similar precast connection without shear reinforcement and the monolithic specimen.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128754341","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}
M. Requena-García-Cruz, A. Morales-Esteban, M. Segovia-Verjel, E. Romero-Sánchez, Jaime de Miguel-Rodríguez, J. Estêvão
The seismic retrofitting of reinforced concrete (RC) buildings has been widely analysed. Most of the solutions proposed are focused on the building’s structure improvement. However, the effects of ground-improvement techniques combined with the building’s structure-improvement techniques have not been usually analysed. Therefore, this paper aims to assess the seismic performance of a building by adding different seismic retrofitting techniques in the structure and the ground. A RC school building is proposed in this work. This has been selected because it was constructed prior to the current seismic code. Schools are some of the buildings most vulnerable to earthquakes. This is due to the low adult/child ratio. This paper is framed within the PERSITAH project (Projetos de Escolas Resilientes aos SISmos no Território do Algarve e de Huelva, in Portuguese). The main goal of the project is to analyse the seismic vulnerability of schools’ buildings located in the Algarve-Huelva region. This area is characterized by earthquakes of long-return period and large magnitude. Therefore, the population is not aware of the seismic hazard of the area. Different seismic retrofitting techniques have been added to the building and they have been compared and analysed. The techniques have consisted of the addition of X-bracings within the buildings’ bays, steel jackets in columns and soil injection grouting. These solutions have been added both individually and combined to generate hybrid models. Nonlinear static analyses have been carried out to determine the seismic performance of the building including each technique. The N2-method has been considered to obtain the performance displacement. Moreover, the damage level probability and the mean damage index have been determined for each retrofitting technique. Results have shown that the addition of X-bracings is the most efficient solution. However, this solution causes a great architectural impact. Therefore, the solution of steel jackets and/or injection grouting emerges as an interesting alternative.
钢筋混凝土(RC)建筑的抗震加固已经得到了广泛的分析。提出的大多数解决方案都集中在建筑结构的改进上。然而，地面改善技术与建筑物结构改善技术相结合的效果通常没有得到分析。因此，本文旨在通过在结构和地面上添加不同的抗震改造技术来评估建筑物的抗震性能。本设计提出了一种钢筋混凝土校舍。之所以选择这个，是因为它是在当前的地震规范之前建造的。学校是最易受地震影响的建筑物之一。这是由于成人/儿童比例较低。本文是在PERSITAH项目(葡萄牙语:project jetos de Escolas Resilientes aos SISmos no Território do Algarve e de Huelva)中编写的。该项目的主要目标是分析位于Algarve-Huelva地区的学校建筑的地震脆弱性。该地区具有地震回复期长、震级大的特点。因此，人们没有意识到该地区的地震危险性。不同的抗震加固技术被添加到建筑中，并对它们进行了比较和分析。这些技术包括在建筑物的海湾内增加x支撑，柱中的钢套和土壤注入灌浆。这些解决方案可以单独添加，也可以组合起来生成混合模型。进行了非线性静力分析，以确定包括每种技术在内的建筑物的抗震性能。考虑了n2法来获得性能位移。此外，还确定了各种改造方法的损伤等级概率和平均损伤指数。结果表明，增加x -支撑是最有效的解决方案。然而，这种解决方案会对体系结构产生很大的影响。因此，钢护套和/或注入注浆的解决方案成为一种有趣的替代方案。
{"title":"SEISMIC PERFORMANCE COMPARISON BETWEEN STRUCTURE-IMPROVEMENT TECHNIQUES AND GROUND-IMPROVEMENT TECHNIQUES: APPLICATION TO A REINFORCED CONCRETE SCHOOL BUILDING","authors":"M. Requena-García-Cruz, A. Morales-Esteban, M. Segovia-Verjel, E. Romero-Sánchez, Jaime de Miguel-Rodríguez, J. Estêvão","doi":"10.2495/ERES190081","DOIUrl":"https://doi.org/10.2495/ERES190081","url":null,"abstract":"The seismic retrofitting of reinforced concrete (RC) buildings has been widely analysed. Most of the solutions proposed are focused on the building’s structure improvement. However, the effects of ground-improvement techniques combined with the building’s structure-improvement techniques have not been usually analysed. Therefore, this paper aims to assess the seismic performance of a building by adding different seismic retrofitting techniques in the structure and the ground. A RC school building is proposed in this work. This has been selected because it was constructed prior to the current seismic code. Schools are some of the buildings most vulnerable to earthquakes. This is due to the low adult/child ratio. This paper is framed within the PERSITAH project (Projetos de Escolas Resilientes aos SISmos no Território do Algarve e de Huelva, in Portuguese). The main goal of the project is to analyse the seismic vulnerability of schools’ buildings located in the Algarve-Huelva region. This area is characterized by earthquakes of long-return period and large magnitude. Therefore, the population is not aware of the seismic hazard of the area. Different seismic retrofitting techniques have been added to the building and they have been compared and analysed. The techniques have consisted of the addition of X-bracings within the buildings’ bays, steel jackets in columns and soil injection grouting. These solutions have been added both individually and combined to generate hybrid models. Nonlinear static analyses have been carried out to determine the seismic performance of the building including each technique. The N2-method has been considered to obtain the performance displacement. Moreover, the damage level probability and the mean damage index have been determined for each retrofitting technique. Results have shown that the addition of X-bracings is the most efficient solution. However, this solution causes a great architectural impact. Therefore, the solution of steel jackets and/or injection grouting emerges as an interesting alternative.","PeriodicalId":155584,"journal":{"name":"Earthquake Resistant Engineering Structures XII","volume":"68 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2019-08-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"128624997","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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