L. Carrillo, Mariano Martín, Pedro De Dios, C. García, Diego Romagosa
Acciona Ingeniería ha participado en distintas fases del proceso de diseño de los viaductos del Metro de Dubai y Vancouver, ambas obras adjudicadas a Acciona Construcción. Los dos proyectos implican el diseño de largos viaductos para trenes ligeros en los que el análisis de la interacción vía estructura es fundamental para verificar el diseño de la vía y de la subestructura. Este documento pretende mostrar las particularidades de dicho análisis en este tipo de estructuras y las dificultades en la aplicación de la normativa vigente UIC 774-3, dado que ésta se enfocó a su aplicación a viaductos de ferrocarril convencional
{"title":"Experiencias en el cálculo de Interacción vía-estructura en viaductos de trenes ligeros urbanos","authors":"L. Carrillo, Mariano Martín, Pedro De Dios, C. García, Diego Romagosa","doi":"10.33586/hya.2023.3123","DOIUrl":"https://doi.org/10.33586/hya.2023.3123","url":null,"abstract":"Acciona Ingeniería ha participado en distintas fases del proceso de diseño de los viaductos del Metro de Dubai y Vancouver, ambas obras adjudicadas a Acciona Construcción. Los dos proyectos implican el diseño de largos viaductos para trenes ligeros en los que el análisis de la interacción vía estructura es fundamental para verificar el diseño de la vía y de la subestructura. Este documento pretende mostrar las particularidades de dicho análisis en este tipo de estructuras y las dificultades en la aplicación de la normativa vigente UIC 774-3, dado que ésta se enfocó a su aplicación a viaductos de ferrocarril convencional","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-05-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42250259","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}
It is known that short-span high-speed railway viaducts are prone to suffer significant dynamic effects due to the passage of moving train loads. Recent technological advances in railway engineering have resulted in track typologies different from the conventional ballasted track consisting of discrete sleepers fastened to the rails and resting on a ballast bed. In particular, ballastless track has been identified as an effective solution due to reduced maintenance costs, high track stability and excellent geometric quality. Though different track typologies are available in the market, they can be classified as monolithic or independent according to the interaction degree with the bridge girder. In the present paper, the dynamic behaviour of short-span bridges is numerically studied by taking into account the track-bridge interaction by modelling explicitly the components of the track. Two types of ballastless track (monolithic continuous slab and independent short slabs) and conventional ballasted track are considered on simply supported bridges with span length in the range of 15-25 m subjected to envelope and commercial train loads at speeds between 200 and 360 km/h. In total, 2448 numerical cases have been analyzed. The study shows that dynamic deflections and accelerations produced at the bridge girder by moving train loads can be reduced when the ballasted track is replaced to ballastless track systems, especially for the critical speeds higher than 300 km/h. Moreover, it is shown that the two ballastless track systems lead to very similar results, with the monolithic system resulting in slightly smaller bridge deflections and also moderately larger accelerations.
{"title":"Influence of Track Typology on the Dynamic Response of Short-Span High-Speed Railway Bridges","authors":"Elena Pilar Martínez, G. Ulzurrun, C. Zanuy","doi":"10.33586/hya.2023.3120","DOIUrl":"https://doi.org/10.33586/hya.2023.3120","url":null,"abstract":"It is known that short-span high-speed railway viaducts are prone to suffer significant dynamic effects due to the passage of moving train loads. Recent technological advances in railway engineering have resulted in track typologies different from the conventional ballasted track consisting of discrete sleepers fastened to the rails and resting on a ballast bed. In particular, ballastless track has been identified as an effective solution due to reduced maintenance costs, high track stability and excellent geometric quality. Though different track typologies are available in the market, they can be classified as monolithic or independent according to the interaction degree with the bridge girder. In the present paper, the dynamic behaviour of short-span bridges is numerically studied by taking into account the track-bridge interaction by modelling explicitly the components of the track. Two types of ballastless track (monolithic continuous slab and independent short slabs) and conventional ballasted track are considered on simply supported bridges with span length in the range of 15-25 m subjected to envelope and commercial train loads at speeds between 200 and 360 km/h. In total, 2448 numerical cases have been analyzed. The study shows that dynamic deflections and accelerations produced at the bridge girder by moving train loads can be reduced when the ballasted track is replaced to ballastless track systems, especially for the critical speeds higher than 300 km/h. Moreover, it is shown that the two ballastless track systems lead to very similar results, with the monolithic system resulting in slightly smaller bridge deflections and also moderately larger accelerations.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-04-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44032313","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 shear behavior and strength of reinforced and prestressed concrete structures is difficult to predict due to the complex resistant mechanisms that are mobilized and the different types of failure that can occur. This has given rise to many of the simplified formulations previously developed for shear calculation being empirical in nature, which lack a clear theoretical basis and they do not provide qualitative information on structural behavior. Therefore, performance-based design becomes difficult using such types of formulations. In this paper, some questions about shear behavior and design are raised, apparently without an immediate answer from the performance point of view, and possible answers based on structural mechanics are provided. The physical phenomena that determine the shear behavior, the resistant mechanisms that are developed, the fundamental parameters that govern them, to what extent they influence and how they are contemplated in some simplified formulations are analyzed. The importance of mechanical models is raised and some examples of how these models can be naturally adapted to multiple project situations, evaluation and reinforcement of existing structures are shown.
{"title":"Questions on Shear Behavior of Structural Concrete and Answers Provided by Mechanical Models. The Challenge of Performance-Based Shear Design","authors":"A. Marí","doi":"10.33586/hya.2023.3116","DOIUrl":"https://doi.org/10.33586/hya.2023.3116","url":null,"abstract":"The shear behavior and strength of reinforced and prestressed concrete structures is difficult to predict due to the complex resistant mechanisms that are mobilized and the different types of failure that can occur. This has given rise to many of the simplified formulations previously developed for shear calculation being empirical in nature, which lack a clear theoretical basis and they do not provide qualitative information on structural behavior. Therefore, performance-based design becomes difficult using such types of formulations. In this paper, some questions about shear behavior and design are raised, apparently without an immediate answer from the performance point of view, and possible answers based on structural mechanics are provided. The physical phenomena that determine the shear behavior, the resistant mechanisms that are developed, the fundamental parameters that govern them, to what extent they influence and how they are contemplated in some simplified formulations are analyzed. The importance of mechanical models is raised and some examples of how these models can be naturally adapted to multiple project situations, evaluation and reinforcement of existing structures are shown.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-04-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49505694","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}
Revision process of Eurocode 2 relating to concrete structural design is ready for the final step, the Formal Vote in CEN TC 250 Structural Eurocodes at the beginning of 2023. This paper summarizes the main changes and new developments presented by this revision in prEN 1992-1-2 with regard to the version currently in force. It will focus mainly in the introduction on some changes in the structure of the document and the reduction of the number of Nationally Determined Parameters (NDPs). Additionally, some changes and novelties in the properties of concrete, reinforcing and prestressing steel with temperature are commented. Another important point is the novelties in the design and verification methods (tables, simplified and advanced), focusing in the simplified methods and an analytical formulation to find the temperature in rectangular and circular cross-sections. Finally, the new approach in the treatment of concrete spalling that simplifies and clarifies the measures to avoid it and new developments in the Annexes section are discussed.
{"title":"Some Highlights on the New Version of EN 1992-1-2 (Eurocode 2, Fire Part)","authors":"S. Carrascón, F. Robert, Carlos Villagrá","doi":"10.33586/hya.2023.3096","DOIUrl":"https://doi.org/10.33586/hya.2023.3096","url":null,"abstract":"Revision process of Eurocode 2 relating to concrete structural design is ready for the final step, the Formal Vote in CEN TC 250 Structural Eurocodes at the beginning of 2023. This paper summarizes the main changes and new developments presented by this revision in prEN 1992-1-2 with regard to the version currently in force. It will focus mainly in the introduction on some changes in the structure of the document and the reduction of the number of Nationally Determined Parameters (NDPs). Additionally, some changes and novelties in the properties of concrete, reinforcing and prestressing steel with temperature are commented. Another important point is the novelties in the design and verification methods (tables, simplified and advanced), focusing in the simplified methods and an analytical formulation to find the temperature in rectangular and circular cross-sections. Finally, the new approach in the treatment of concrete spalling that simplifies and clarifies the measures to avoid it and new developments in the Annexes section are discussed.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43673877","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. de la Fuente, Andrea Monserrat-López, N. Tošić, P. Serna
The Annex L of the new Eurocode – 2 gathers -for the first time- provisions for the design of Steel Fibre Reinforced Concrete (SFRC) structures. This response to the necessity of the construction sector for provisions and regulations of this composite material within the European space and this Annex is supported by the solid background derived from consistent research and experiences carried out along the last two decades. The existence of these design provisions could both favour competitiveness and enhance sustainability performance within the construction sector since new concrete reinforcement alternatives could be considered while ensuring the structural reliability level accepted for traditional reinforced concrete structures. This paper is aimed to cover -not exhaustively- all those features concerning SFRC included into the EC-2 and complement those -when considered necessary- with scientific literature.
{"title":"Design of Steel Fibre Reinforced Concrete Structures According to the Annex L of the Eurocode-2 2023","authors":"A. de la Fuente, Andrea Monserrat-López, N. Tošić, P. Serna","doi":"10.33586/hya.2023.3124","DOIUrl":"https://doi.org/10.33586/hya.2023.3124","url":null,"abstract":"The Annex L of the new Eurocode – 2 gathers -for the first time- provisions for the design of Steel Fibre Reinforced Concrete (SFRC) structures. This response to the necessity of the construction sector for provisions and regulations of this composite material within the European space and this Annex is supported by the solid background derived from consistent research and experiences carried out along the last two decades. The existence of these design provisions could both favour competitiveness and enhance sustainability performance within the construction sector since new concrete reinforcement alternatives could be considered while ensuring the structural reliability level accepted for traditional reinforced concrete structures. This paper is aimed to cover -not exhaustively- all those features concerning SFRC included into the EC-2 and complement those -when considered necessary- with scientific literature.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43795527","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}
Codes contain calculation rules of general acceptance that have demonstrated to enable the building of safe enough structures with very low probability of failure. Any new method to be introduced, should be based in a consensus among experts and based in the experience. Until present, the durability is treated in the Codes following the so called “prescriptive” approach that is based in the limiting of the constituents of concrete, applying a correct curing and limiting the presence of deleterious substances as chlorides and the crack related to serviceability conditions. In the paper are described the changes introduced in the verification of durability in the new current draft of EN 1992-1-1:2010. The main changes are based in a first trial to make durability design by a performance approach to the cover depths for avoiding reinforcement corrosion that were calculated through service life models, but the covers are given in function of a new concept: the Exposure Resistance classes (ERC) which substitute the present “structural classes”. The calculations are not explicit in the Code, because they do not intrinsically imply a higher precision, but only more rational and harmonization to solve some inconsistences. In the paper is also presented the definition and scope of the ERC’s which will be regulated in a next draft standard named: EN206-100. Present method to verify the durability as indicated in present EN-206 (reproduced in Annex P of the current draft of EN 1992-1-1), will be retained for a transition period and it could continue to be applied. Providing the method introducing the ERC’s is based in a new approach and safety format, the coherence with this previous method cannot be guaranteed, but the application of one or other route will give the desired level of durability.
{"title":"Durability and Cover Depth Provisions in Next Eurocode 2. Background Modelling and Calculations","authors":"C. Andrade, D. Izquierdo","doi":"10.33586/hya.2023.3102","DOIUrl":"https://doi.org/10.33586/hya.2023.3102","url":null,"abstract":"Codes contain calculation rules of general acceptance that have demonstrated to enable the building of safe enough structures with very low probability of failure. Any new method to be introduced, should be based in a consensus among experts and based in the experience. Until present, the durability is treated in the Codes following the so called “prescriptive” approach that is based in the limiting of the constituents of concrete, applying a correct curing and limiting the presence of deleterious substances as chlorides and the crack related to serviceability conditions. In the paper are described the changes introduced in the verification of durability in the new current draft of EN 1992-1-1:2010. The main changes are based in a first trial to make durability design by a performance approach to the cover depths for avoiding reinforcement corrosion that were calculated through service life models, but the covers are given in function of a new concept: the Exposure Resistance classes (ERC) which substitute the present “structural classes”. The calculations are not explicit in the Code, because they do not intrinsically imply a higher precision, but only more rational and harmonization to solve some inconsistences. In the paper is also presented the definition and scope of the ERC’s which will be regulated in a next draft standard named: EN206-100. Present method to verify the durability as indicated in present EN-206 (reproduced in Annex P of the current draft of EN 1992-1-1), will be retained for a transition period and it could continue to be applied. Providing the method introducing the ERC’s is based in a new approach and safety format, the coherence with this previous method cannot be guaranteed, but the application of one or other route will give the desired level of durability.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45027871","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}
Since 1997, the design of fastenings for anchoring in concrete has been regulated at European level by Annex C of the European Technical Approval Guideline and the subsequently published, supporting and referenced “Technical Report” TR029 and TR045 or by the pre-standard series CEN/TS 1992-4. The new EN 1992-4 standard, which is published in 2017 and has been formally accepted by the CEN members in the voting process. It summarizes the existing design rules while taking into account state of the art and applies to all main fasteners used in construction engineering. It is far more comprehensive in terms of the fastening systems it covers, and the load conditions it takes into consideration. Consequently, it represents an important and necessary step in harmonizing the design of fasteners for use in concrete. The following paper briefly presents the contents of the new European Standard EN 1992-4 “Design of fasteners for use in concrete” and the major changes that have been introduced compared to CEN/TS 1992-4 and ETAG 001, Annex C. There is an added chapter regarding “post-installed rebar anchorage length”, which is cover by new EN1991-1-1. This application is used for design of rigid connection between concrete members.
{"title":"Eurocode Practice: Design of Fastenings for Use in Concrete in Accordance with EC2, Part 4 (EN 1992-4)","authors":"J. Appl, Antonio Cardo","doi":"10.33586/hya.2023.3108","DOIUrl":"https://doi.org/10.33586/hya.2023.3108","url":null,"abstract":"Since 1997, the design of fastenings for anchoring in concrete has been regulated at European level by Annex C of the European Technical Approval Guideline and the subsequently published, supporting and referenced “Technical Report” TR029 and TR045 or by the pre-standard series CEN/TS 1992-4. The new EN 1992-4 standard, which is published in 2017 and has been formally accepted by the CEN members in the voting process. It summarizes the existing design rules while taking into account state of the art and applies to all main fasteners used in construction engineering. It is far more comprehensive in terms of the fastening systems it covers, and the load conditions it takes into consideration. Consequently, it represents an important and necessary step in harmonizing the design of fasteners for use in concrete. The following paper briefly presents the contents of the new European Standard EN 1992-4 “Design of fasteners for use in concrete” and the major changes that have been introduced compared to CEN/TS 1992-4 and ETAG 001, Annex C. \u0000There is an added chapter regarding “post-installed rebar anchorage length”, which is cover by new EN1991-1-1. This application is used for design of rigid connection between concrete members.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46702702","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 new Eurocode 2 represents a very significant advance in the treatment of fatigue in structural concrete, compared to the old Eurocode. Fatigue acquires greater relevance and visibility in the new standard, and the field of application of this limit state is extended. This new European standard is aligned with the 2010 Model Code, considered as the technical reference document in many aspects of structural concrete (and also in fatigue) and, to a lesser extent, with the new technical document recently published by the American Concrete Institute.This paper shows the most relevant changes in the fatigue chapter of the new Eurocode 2, in which there has been an important formal and/or conceptual change with respect to the old Eurocode 2.
{"title":"Fatigue in Structural Concrete According to the New Eurocode 2","authors":"Carlos C Ríos, J. C. Lancha, M. Vicente","doi":"10.33586/hya.2023.3100","DOIUrl":"https://doi.org/10.33586/hya.2023.3100","url":null,"abstract":"The new Eurocode 2 represents a very significant advance in the treatment of fatigue in structural concrete, compared to the old Eurocode. Fatigue acquires greater relevance and visibility in the new standard, and the field of application of this limit state is extended. This new European standard is aligned with the 2010 Model Code, considered as the technical reference document in many aspects of structural concrete (and also in fatigue) and, to a lesser extent, with the new technical document recently published by the American Concrete Institute.This paper shows the most relevant changes in the fatigue chapter of the new Eurocode 2, in which there has been an important formal and/or conceptual change with respect to the old Eurocode 2.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":"16 1","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41248992","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}
Shear failure is considered one of the most critical modes of failure in concrete structures, especially for those elements without shear reinforcement. In the last sixty years, the research community has shown much interest to solve this problem. In fact, since the 80's years, the use of fibres dispersed in the matrix as shear reinforcement has been explored as an alternative of traditional reinforcement. Several investigations have shown that the addition of fibres in correct proportions, enhances the shear behaviour in concrete elements with and without shear reinforcement. Most of this knowledge has been built using steel fibres. However, macro-synthetic fibres have also been introduced for structural applications in concrete. Some recent publications have reported the success of macro-synthetic fibres to be used as shear reinforcement in structural elements. Within this framework, the present paper aims to review the existing literature about the use of synthetic fibres as shear reinforcement in structural concrete elements.
{"title":"State-of-the-Art review of Synthetic Fibres as Shear Reinforcement in Concrete Elements","authors":"Juan Navarro-Gregori","doi":"10.33586/hya.2023.3106","DOIUrl":"https://doi.org/10.33586/hya.2023.3106","url":null,"abstract":"Shear failure is considered one of the most critical modes of failure in concrete structures, especially for those elements without shear reinforcement. In the last sixty years, the research community has shown much interest to solve this problem. In fact, since the 80's years, the use of fibres dispersed in the matrix as shear reinforcement has been explored as an alternative of traditional reinforcement. Several investigations have shown that the addition of fibres in correct proportions, enhances the shear behaviour in concrete elements with and without shear reinforcement. Most of this knowledge has been built using steel fibres. However, macro-synthetic fibres have also been introduced for structural applications in concrete. Some recent publications have reported the success of macro-synthetic fibres to be used as shear reinforcement in structural elements. Within this framework, the present paper aims to review the existing literature about the use of synthetic fibres as shear reinforcement in structural concrete elements.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-03-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135553782","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}
Álvaro Picazo, Jaime Carlos Gálvez Ruiz, M. G. Alberti, A. Enfedaque
La cuantía del refuerzo tradicional de barras de acero en el hormigón armado se puede reducir mediante la adición de fibras. Este tipo de hormigón, con fibras de acero, se denomina hormigón reforzado con fibras de acero (HRFA) y permite la eliminación total o parcial de la armadura ante esfuerzos cortantes. Diferentes normativas consideran la capacidad estructural de las fibras de acero, para cualquier tipo de esfuerzo, en función de valores de resistencias residuales a flexión. No parece adecuado emplear estas resistencias para dimensionar el HRFA frente a solicitaciones de cortante, por lo que se desarrolló la presente investigación y se analizaron dos HRFA, solicitados a cortante, comparándolos con su estudio teórico en relación a la teoría de corte-fricción. Las fibras de acero cosen las fisuras impidiendo se desarrollen libremente, aumentando el rozamiento entre las caras de la discontinuidad. La parte experimental desarrolló ensayos de corte directo tipo “push-off” complementados con técnica de vídeo-extensometría para obtener las variaciones de deslizamiento y abertura de fisura. Se puede indicar que, en el estado post-fisuración, las fibras son las que gobiernan el comportamiento del material y que los resultados del modelo analítico son muy similares a los hallados en la campaña experimental para deslizamientos de hasta algo más de 4 mm.
{"title":"Comportamiento del hormigón reforzado con fibras de acero conforme a la teoría de corte-fricción","authors":"Álvaro Picazo, Jaime Carlos Gálvez Ruiz, M. G. Alberti, A. Enfedaque","doi":"10.33586/hya.2023.3110","DOIUrl":"https://doi.org/10.33586/hya.2023.3110","url":null,"abstract":"La cuantía del refuerzo tradicional de barras de acero en el hormigón armado se puede reducir mediante la adición de fibras. Este tipo de hormigón, con fibras de acero, se denomina hormigón reforzado con fibras de acero (HRFA) y permite la eliminación total o parcial de la armadura ante esfuerzos cortantes. Diferentes normativas consideran la capacidad estructural de las fibras de acero, para cualquier tipo de esfuerzo, en función de valores de resistencias residuales a flexión. No parece adecuado emplear estas resistencias para dimensionar el HRFA frente a solicitaciones de cortante, por lo que se desarrolló la presente investigación y se analizaron dos HRFA, solicitados a cortante, comparándolos con su estudio teórico en relación a la teoría de corte-fricción. Las fibras de acero cosen las fisuras impidiendo se desarrollen libremente, aumentando el rozamiento entre las caras de la discontinuidad. La parte experimental desarrolló ensayos de corte directo tipo “push-off” complementados con técnica de vídeo-extensometría para obtener las variaciones de deslizamiento y abertura de fisura. Se puede indicar que, en el estado post-fisuración, las fibras son las que gobiernan el comportamiento del material y que los resultados del modelo analítico son muy similares a los hallados en la campaña experimental para deslizamientos de hasta algo más de 4 mm.","PeriodicalId":41423,"journal":{"name":"Hormigon y Acero","volume":" ","pages":""},"PeriodicalIF":0.1,"publicationDate":"2023-03-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44290305","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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