Jon Leach, Craig Sparrow, Federico Iori, Hamad N. Al-Nuaimi, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi
Al Janoub was the first new-build stadium designed for the FIFA World Cup Qatar 2022. This paper describes the journey of the engineering design of the 40 000 seat stadium, from the concept and detailed design development stages led by AECOM and Zaha Hadid Architects, through to the design and build contract on site. An architectural jewel located in Al Wakrah, just south of the city of Doha, the stadium was a world-first, using state-of-the-art computational analysis and physical modelling to create a safe, cooled environment that satisfies FIFA's requirements for both player and spectator comfort in the extreme temperatures of the region. A sustainable post-tournament legacy was also a key factor of the design, allowing it to be reduced to a 20 000-capacity stadium for the local football club and community. The task of integrating the stadium's stringent performance requirements on this path-finder project, including extensive scientific research and development, was a challenge that was overcome through close collaboration between the design team and the Supreme Committee's subject matter experts. The project's success as a test-bed helped it to set the standard for other stadia as part of the overall FIFA World Cup Qatar 2022 programme.
Al Janoub 是为 2022 年卡塔尔世界杯设计的第一个新建体育场。本文介绍了这座可容纳 40 000 人的体育场的工程设计历程，从 AECOM 和扎哈-哈迪德建筑设计事务所领导的概念和详细设计开发阶段，一直到现场设计和施工合同。该体育场位于多哈城南的 Al Wakrah，是世界上第一座采用最先进的计算分析和物理建模技术建造的安全、凉爽的环境，满足了国际足联对球员和观众在该地区极端温度下舒适度的要求。赛事结束后的可持续发展也是设计的一个关键因素，这样就可以将其缩减为一个可容纳 20 000 人的体育场，供当地足球俱乐部和社区使用。设计团队与最高委员会的主题专家密切合作，克服了将体育场的严格性能要求整合到这个探路者项目中的挑战，其中包括广泛的科学研究和开发。该项目作为试验基地取得的成功为 2022 年卡塔尔世界杯足球赛的其他体育场树立了标准。
{"title":"The engineering legacy of the FIFA World Cup Qatar 2022: Al Janoub stadium","authors":"Jon Leach, Craig Sparrow, Federico Iori, Hamad N. Al-Nuaimi, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi","doi":"10.1680/jstbu.22.00127","DOIUrl":"https://doi.org/10.1680/jstbu.22.00127","url":null,"abstract":"Al Janoub was the first new-build stadium designed for the FIFA World Cup Qatar 2022. This paper describes the journey of the engineering design of the 40 000 seat stadium, from the concept and detailed design development stages led by AECOM and Zaha Hadid Architects, through to the design and build contract on site. An architectural jewel located in Al Wakrah, just south of the city of Doha, the stadium was a world-first, using state-of-the-art computational analysis and physical modelling to create a safe, cooled environment that satisfies FIFA's requirements for both player and spectator comfort in the extreme temperatures of the region. A sustainable post-tournament legacy was also a key factor of the design, allowing it to be reduced to a 20 000-capacity stadium for the local football club and community. The task of integrating the stadium's stringent performance requirements on this path-finder project, including extensive scientific research and development, was a challenge that was overcome through close collaboration between the design team and the Supreme Committee's subject matter experts. The project's success as a test-bed helped it to set the standard for other stadia as part of the overall FIFA World Cup Qatar 2022 programme.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140581046","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}
Local buckling (wrinkling) is very common in metal-faced insulating sandwich panels (MFISPs) due to the small thickness of their face sheets. In some cases, wrinkling leads to sudden failures, while in others it leads to degradation of the overall stiffness and can decrease the failure load. A simplified finite-element modelling approach is presented to estimate the local buckling pressure of such panels. In the proposed approach, only the face sheet under compression is modelled, thus avoiding the need to perform a full three-dimensional (3D) structural analysis. The working assumption is that the relative deflection of the buckled face against the face under tension (unbuckled face) can be modelled using a two-parameter elastic foundation approach. The elastic foundation is simulated by closely spaced horizontal and vertical springs that model the rigidities of the foam core. Two models are used to determine the elastic foundation properties. The simplified approach was validated through comparisons with 3D analyses of full sandwich panels and available experimental results. It was found that the proposed approach can be applied to various types of MFISPs (flat or heavily profiled) with a variety of foam cores and face sheet thicknesses.
{"title":"A simplified approach for local buckling in metal-faced profiled sandwich panels","authors":"Muhammad Naeem Tahir, Ehab Hamed","doi":"10.1680/jstbu.23.00061","DOIUrl":"https://doi.org/10.1680/jstbu.23.00061","url":null,"abstract":"Local buckling (wrinkling) is very common in metal-faced insulating sandwich panels (MFISPs) due to the small thickness of their face sheets. In some cases, wrinkling leads to sudden failures, while in others it leads to degradation of the overall stiffness and can decrease the failure load. A simplified finite-element modelling approach is presented to estimate the local buckling pressure of such panels. In the proposed approach, only the face sheet under compression is modelled, thus avoiding the need to perform a full three-dimensional (3D) structural analysis. The working assumption is that the relative deflection of the buckled face against the face under tension (unbuckled face) can be modelled using a two-parameter elastic foundation approach. The elastic foundation is simulated by closely spaced horizontal and vertical springs that model the rigidities of the foam core. Two models are used to determine the elastic foundation properties. The simplified approach was validated through comparisons with 3D analyses of full sandwich panels and available experimental results. It was found that the proposed approach can be applied to various types of MFISPs (flat or heavily profiled) with a variety of foam cores and face sheet thicknesses.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140201163","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}
The capacity and stiffness of laminated bamboo lumber (LBL) shear wall sheathed by oriented strand boards (OSBs) is significantly influenced by the structural performance of the nailed connections. Single-connector sheathing-to-framing connections were experimentally tested under monotonic and cyclic loading. The parameters investigated were the nail diameter, the loading direction, the edge distances of nails in the OSB and the LBL. The minimum edge distance for nails in both the LBL stud and the OSB panel was found to be 15 mm. Nails with a smaller edge distance within the members are at higher risk of failing prematurely under lower loads, demonstrating a brittle failure mode. The specimens subjected to cyclic and monotonic loading showed quite different damage. Fatigue fracture due to repeated reverse bending was the typical failure mode for nails in the cyclic experiments. The maximum load of the specimens increased with a larger nail diameter and the load-carrying capacity of parallel-to-grain specimens was greater than that of perpendicular-to-grain specimens. The energy-dissipation capacity of the connections increased with an increase in nail diameter and an increase in the edge distance of the nail in both the LBL and the OSB.
{"title":"Mechanical behavior of sheathing-to-framing connections in laminated bamboo lumber shear walls","authors":"Chang Wang, Guo Chen, Enhao Zhang, Wenli Zhu, Jing Wu","doi":"10.1680/jstbu.22.00186","DOIUrl":"https://doi.org/10.1680/jstbu.22.00186","url":null,"abstract":"The capacity and stiffness of laminated bamboo lumber (LBL) shear wall sheathed by oriented strand boards (OSBs) is significantly influenced by the structural performance of the nailed connections. Single-connector sheathing-to-framing connections were experimentally tested under monotonic and cyclic loading. The parameters investigated were the nail diameter, the loading direction, the edge distances of nails in the OSB and the LBL. The minimum edge distance for nails in both the LBL stud and the OSB panel was found to be 15 mm. Nails with a smaller edge distance within the members are at higher risk of failing prematurely under lower loads, demonstrating a brittle failure mode. The specimens subjected to cyclic and monotonic loading showed quite different damage. Fatigue fracture due to repeated reverse bending was the typical failure mode for nails in the cyclic experiments. The maximum load of the specimens increased with a larger nail diameter and the load-carrying capacity of parallel-to-grain specimens was greater than that of perpendicular-to-grain specimens. The energy-dissipation capacity of the connections increased with an increase in nail diameter and an increase in the edge distance of the nail in both the LBL and the OSB.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140323572","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}
Alexandre Rossi, Mahmoud Hosseinpour, Adriano Silva de Carvalho, Carlos Humberto Martins, Yasser Sharifi
Lateral torsional buckling (LTB) is a common mode of failure in steel structures due to instability. However, current standard recommendations have limitations in accurately determining the ultimate capacity of members subjected to LTB. To address this issue, an in-depth parametric study using finite-element analysis (FEA) was conducted to investigate the effects of major parameters, including various types of loading, on the strength of steel I-beams. Additionally, the artificial neural network (ANN) technique was used to find a reliable procedure for assessing the LTB strength of steel I-beams using a generated database. To demonstrate the efficacy of the developed formulation, it was compared against predictions using existing equations. The presented formula demonstrated strong accuracy, making it an effective tool for engineers designing I-beams to resist LTB. This research makes significant contributions to the structural engineering field and has important implications for the creation and evaluation of steel structures.
{"title":"Lateral torsional capacity of steel beams in different loading conditions by neural network","authors":"Alexandre Rossi, Mahmoud Hosseinpour, Adriano Silva de Carvalho, Carlos Humberto Martins, Yasser Sharifi","doi":"10.1680/jstbu.23.00048","DOIUrl":"https://doi.org/10.1680/jstbu.23.00048","url":null,"abstract":"Lateral torsional buckling (LTB) is a common mode of failure in steel structures due to instability. However, current standard recommendations have limitations in accurately determining the ultimate capacity of members subjected to LTB. To address this issue, an in-depth parametric study using finite-element analysis (FEA) was conducted to investigate the effects of major parameters, including various types of loading, on the strength of steel I-beams. Additionally, the artificial neural network (ANN) technique was used to find a reliable procedure for assessing the LTB strength of steel I-beams using a generated database. To demonstrate the efficacy of the developed formulation, it was compared against predictions using existing equations. The presented formula demonstrated strong accuracy, making it an effective tool for engineers designing I-beams to resist LTB. This research makes significant contributions to the structural engineering field and has important implications for the creation and evaluation of steel structures.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140201106","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}
Knut Stockhusen, Andreas Schnubel, P. E. Onur Ihtiyar, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi
The structures of the Al Thumama Stadium could be categorised into four main building components: The permanent bowl structure with the lower and middle tiers are mainly cast-in-place reinforced concrete with precast seating units. Structural steel is utilised for the upper tier stands which is to be dismantled for legacy conversion after FIFA World Cup Qatar 2022™. The roof and façade system utilises steel and cable systems with a unique membrane cladding design derived from the cultural gahfiya symbol. The roof is a self-anchored tension-compression ring system based on the principle of a horizontal spoked wheel with one compression ring along the outer perimeter and two tension rings along the oculus. The façade consists of lightweight double-layered and pre-stressed cable nets spanning between curved vertical beams. A translucent PTFE coated fibreglass membrane with highly transparent mesh inserts form the cladding of the stadium and provide its unique architectural design. This article gives an overview of the entire building structure design and construction methodology.
{"title":"The engineering legacy of the FIFA World Cup Qatar 2022TM: the gahfiya-shaped Al Thumama Stadium","authors":"Knut Stockhusen, Andreas Schnubel, P. E. Onur Ihtiyar, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi","doi":"10.1680/jstbu.22.00137","DOIUrl":"https://doi.org/10.1680/jstbu.22.00137","url":null,"abstract":"The structures of the Al Thumama Stadium could be categorised into four main building components: The permanent bowl structure with the lower and middle tiers are mainly cast-in-place reinforced concrete with precast seating units. Structural steel is utilised for the upper tier stands which is to be dismantled for legacy conversion after FIFA World Cup Qatar 2022™. The roof and façade system utilises steel and cable systems with a unique membrane cladding design derived from the cultural gahfiya symbol. The roof is a self-anchored tension-compression ring system based on the principle of a horizontal spoked wheel with one compression ring along the outer perimeter and two tension rings along the oculus. The façade consists of lightweight double-layered and pre-stressed cable nets spanning between curved vertical beams. A translucent PTFE coated fibreglass membrane with highly transparent mesh inserts form the cladding of the stadium and provide its unique architectural design. This article gives an overview of the entire building structure design and construction methodology.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140201172","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}
Knut Stockhusen, Christoph Paech, Fernando Sima, Srinivas Nallamothu, Abdulla N. Alnuaimi, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi
In contemporary architecture, textile membranes offer a wide range of possible structural applications. Textile membranes are very efficient; especially for facades and roofs with large spans and where the reduction of self-weight plays an important role for an efficient and sustainable structural design. On 30th November 2021, the Al Bayt Stadium was inaugurated in Qatar; with its 190,000 m² of textile membrane it is one of the biggest architectural membrane projects in the world. An innovative new membrane material with a natural textile appearance has been developed from scratch to meet the specific requirements of the project. This makes the construction of Al Bayt Stadium, shaped like the local Bedouin tents, a milestone in modern membrane architecture; this is not only due to the pure size of the membrane but also due to the significant advances made in textile membrane material design and development in the project. In addition, other design aspects include the large retractable roof above the field of play that transform the open-air stadium into a fully enclosed and temperature controlled multipurpose arena within minutes - allowing for a wide range of possible usage options of the stadium but also to enhance a sustainable cooling strategy of a large venue with outside temperatures of up to 50°C. This paper presents details on the design and construction aspects of the stadium as well as the material development conducted for the inner membrane.
{"title":"The engineering legacy of the FIFA World Cup Qatar 2022TM: Al Bayt Stadium – a traditional tent for the beautiful game","authors":"Knut Stockhusen, Christoph Paech, Fernando Sima, Srinivas Nallamothu, Abdulla N. Alnuaimi, Mohammed Z. E. B. Elshafie, Nasser A. Al-Nuaimi","doi":"10.1680/jstbu.22.00236","DOIUrl":"https://doi.org/10.1680/jstbu.22.00236","url":null,"abstract":"In contemporary architecture, textile membranes offer a wide range of possible structural applications. Textile membranes are very efficient; especially for facades and roofs with large spans and where the reduction of self-weight plays an important role for an efficient and sustainable structural design. On 30<sup>th</sup> November 2021, the Al Bayt Stadium was inaugurated in Qatar; with its 190,000 m² of textile membrane it is one of the biggest architectural membrane projects in the world. An innovative new membrane material with a natural textile appearance has been developed from scratch to meet the specific requirements of the project. This makes the construction of Al Bayt Stadium, shaped like the local Bedouin tents, a milestone in modern membrane architecture; this is not only due to the pure size of the membrane but also due to the significant advances made in textile membrane material design and development in the project. In addition, other design aspects include the large retractable roof above the field of play that transform the open-air stadium into a fully enclosed and temperature controlled multipurpose arena within minutes - allowing for a wide range of possible usage options of the stadium but also to enhance a sustainable cooling strategy of a large venue with outside temperatures of up to 50°C. This paper presents details on the design and construction aspects of the stadium as well as the material development conducted for the inner membrane.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140323490","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}
Web buckling of steel plate girders creates an undesirable failure mode as it can limit the ultimate load capacity of plate girders. This paper presents details of an experimental investigation aimed at strengthening slender end panels of steel plate girders using three different types of fibre-reinforced polymer (FRP) composite materials (glass-fibre-reinforced polymer (GFRP) pultruded section stiffeners and woven carbon-fibre-reinforced polymer (CFRP) and GFRP fabrics). The plate girders were fabricated using non-rigid end posts and were tested in three-point bending. The test results showed an increase of up to 54% in the ultimate strength of the FRP-strengthened end panels compared with the non-strengthened control panel, which was the result of increased out-of-plane stiffness of the web. A breakdown of the bond between the steel and the FRP fabric occurred in the end panels strengthened with CFRP and GFRP fabrics, while no bond breakdown of the pultruded sections was observed at the ultimate load. Analytical methods proposed by some of the design codes underestimated the critical buckling load and overestimated the ultimate load of the non-strengthened end panel.
{"title":"Strengthening of slender webs of steel plate girders using FRP composites","authors":"Muhammad Aslam Bhutto, Muhammad Masood Rafi","doi":"10.1680/jstbu.22.00174","DOIUrl":"https://doi.org/10.1680/jstbu.22.00174","url":null,"abstract":"Web buckling of steel plate girders creates an undesirable failure mode as it can limit the ultimate load capacity of plate girders. This paper presents details of an experimental investigation aimed at strengthening slender end panels of steel plate girders using three different types of fibre-reinforced polymer (FRP) composite materials (glass-fibre-reinforced polymer (GFRP) pultruded section stiffeners and woven carbon-fibre-reinforced polymer (CFRP) and GFRP fabrics). The plate girders were fabricated using non-rigid end posts and were tested in three-point bending. The test results showed an increase of up to 54% in the ultimate strength of the FRP-strengthened end panels compared with the non-strengthened control panel, which was the result of increased out-of-plane stiffness of the web. A breakdown of the bond between the steel and the FRP fabric occurred in the end panels strengthened with CFRP and GFRP fabrics, while no bond breakdown of the pultruded sections was observed at the ultimate load. Analytical methods proposed by some of the design codes underestimated the critical buckling load and overestimated the ultimate load of the non-strengthened end panel.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-03-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140201079","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}
A numerical experiment is performed to evaluate the behaviour of externally pre-stressed steel–concrete composite beams (EPSCCBs) up to their ultimate stages, considering second-order effects, tendon material and friction at tendon–deviator locations. The tendon force evolution with loading and slip at the steel–concrete interface is explored. A three-dimensional finite-element model is used to include all these aspects. The idea is to deconstruct the project of eight experimental EPSCCBs with different tendon profiles, considering the above-mentioned issues. The main findings indicate that the inclusion of second-order effects is essential for predicting the stress paths near the collapse loads and slip demands at the steel–concrete interface, while external tendons made of carbon fibre-reinforced polymer (CFRP) can be used as a substitute for classical steel ones, as they presented similar behaviours. The largest tendon force increments occurred for the CFRP tendons compared to other tendons made of glass, aramid and basalt fibre-reinforced polymers. Furthermore, it was found that a friction coefficient between 0.2 and 0.4 at the tendon–deviator interface better matches the available experimental tendon force evolution with loading. This finding seems to counteract the common assumption of using a null friction coefficient as suggested in other works.
{"title":"Some issues about the behaviour of external pre-stressed steel–concrete composite beams","authors":"Alvaro Wayar Moscoso, Jorge Palomino Tamayo, Bárbara dos Santos Sánchez, Inácio Benvegnu Morsch","doi":"10.1680/jstbu.22.00044","DOIUrl":"https://doi.org/10.1680/jstbu.22.00044","url":null,"abstract":"A numerical experiment is performed to evaluate the behaviour of externally pre-stressed steel–concrete composite beams (EPSCCBs) up to their ultimate stages, considering second-order effects, tendon material and friction at tendon–deviator locations. The tendon force evolution with loading and slip at the steel–concrete interface is explored. A three-dimensional finite-element model is used to include all these aspects. The idea is to deconstruct the project of eight experimental EPSCCBs with different tendon profiles, considering the above-mentioned issues. The main findings indicate that the inclusion of second-order effects is essential for predicting the stress paths near the collapse loads and slip demands at the steel–concrete interface, while external tendons made of carbon fibre-reinforced polymer (CFRP) can be used as a substitute for classical steel ones, as they presented similar behaviours. The largest tendon force increments occurred for the CFRP tendons compared to other tendons made of glass, aramid and basalt fibre-reinforced polymers. Furthermore, it was found that a friction coefficient between 0.2 and 0.4 at the tendon–deviator interface better matches the available experimental tendon force evolution with loading. This finding seems to counteract the common assumption of using a null friction coefficient as suggested in other works.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2024-02-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140201173","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}
The U.K.'s residential housing stock is undergoing a transformation. In 2017, 20% of the national housing stock comprised flats. Over the next 25 years, it is estimated that flats in medium- or high-rise blocks will account for over 50% of new residential construction (Piddington, Nichol, Garrett and Custard, 2020).
{"title":"A brief commentary on Facades: a new form of infrastructure","authors":"Julian Birbeck","doi":"10.1680/jstbu.23.00074","DOIUrl":"https://doi.org/10.1680/jstbu.23.00074","url":null,"abstract":"The U.K.'s residential housing stock is undergoing a transformation. In 2017, 20% of the national housing stock comprised flats. Over the next 25 years, it is estimated that flats in medium- or high-rise blocks will account for over 50% of new residential construction (Piddington, Nichol, Garrett and Custard, 2020).","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2023-12-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139057704","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}
A detailed study of the behaviour of concrete filled rectangular tubular flange girders (CFRFGs) is described in this paper. These are steel beams in which the top flange plate is replaced with a concrete-filled steel section, resulting in greater load-carrying capacity and lateral torsional buckling resistance compared with a regular steel beam of similar proportions. These are complex members and their behaviour is governed by several inter-related parameters which are studied and discussed herein. Using the Abaqus program, a three-dimensional finite element model is developed to investigate the flexural behaviour of simply supported CFRFGs. Using available experimental results; the computational model is validated and is then employed to study the influence of the most salient properties on the overall response. A simplified analytical model is presented based on a fundamental assessment of the behaviour, to predict the capacity of these types of section in a way that is suitable for designers. The results are compared to those from the finite element analysis and it is shown that the analytical model is capable of providing an accurate depiction of the behaviour and the capacity of bending moment.
{"title":"Numerical modelling of concrete-filled rectangular tubular flange girders subjected to pure bending","authors":"Rana Al-Dujele, Katherine A. Cashell","doi":"10.1680/jstbu.21.00116","DOIUrl":"https://doi.org/10.1680/jstbu.21.00116","url":null,"abstract":"A detailed study of the behaviour of concrete filled rectangular tubular flange girders (CFRFGs) is described in this paper. These are steel beams in which the top flange plate is replaced with a concrete-filled steel section, resulting in greater load-carrying capacity and lateral torsional buckling resistance compared with a regular steel beam of similar proportions. These are complex members and their behaviour is governed by several inter-related parameters which are studied and discussed herein. Using the Abaqus program, a three-dimensional finite element model is developed to investigate the flexural behaviour of simply supported CFRFGs. Using available experimental results; the computational model is validated and is then employed to study the influence of the most salient properties on the overall response. A simplified analytical model is presented based on a fundamental assessment of the behaviour, to predict the capacity of these types of section in a way that is suitable for designers. The results are compared to those from the finite element analysis and it is shown that the analytical model is capable of providing an accurate depiction of the behaviour and the capacity of bending moment.","PeriodicalId":54570,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Structures and Buildings","volume":null,"pages":null},"PeriodicalIF":0.0,"publicationDate":"2023-10-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"135168765","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}
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