Pub Date : 2024-06-25DOI: 10.1177/13694332241263870
Shitong Hou, Yuxuan Wang, Gang Wu, Tao Wu, Shunyao Wang, Hejun Jiang, Xiao Fan, Yujie Zhang
The inspection of underwater structural health is crucial for comprehensive bridge health assessments. In underwater structure imaging, traditional methods include single-camera and binocular camera inspection. However, due to water turbidity and long working distances with a small field-of-view, obtaining clear and high-quality detection images with these methods takes much work. To address this problem, this paper presents a method for planar array image stitching based on Harris corner point extraction, utilizing the advantages of planar array cameras characterized by short working distances and wide field-of-view. The core contribution of this paper is the introduction of an innovative image sequence stitching algorithm utilizing Harris corner point extraction and the combination of the first proposed planar array cameras with the image sequence stitching algorithm, which solves the problem of long distance and small field-of-view during the underwater inspection. The image stitching method involves calibrating camera parameters with a checkerboard and stitching underwater images from planar array cameras to reveal underwater structural features. Furthermore, five quantitative evaluation metrics and the method for calculating the field-of-view loss rate are presented to evaluate and analyze the stitched images. A series of experiments were performed on concrete surfaces, aquatic and underwater, with a total field-of-view of the underwater image after stitching of 358.86 mm × 319.24 mm at a working distance of 160 mm. Five evaluation methods were used to quantitatively evaluate the quality of the stitched images and calculate the field-of-view loss rate of the images. The results indicate that the proposed method improves the ability to inspect underwater. The stitched images achieve notable metrics: an entropy of approximately 6.7, an average gradient of about 1.7, a spatial frequency of around 3.5, an edge strength of about 17, mutual information of approximately 1.2, and a field-of-view loss rate of <0.1, facilitating more effective underwater structure inspection.
{"title":"Advanced image stitching method and evaluation for underwater structure inspection utilizing planar array cameras","authors":"Shitong Hou, Yuxuan Wang, Gang Wu, Tao Wu, Shunyao Wang, Hejun Jiang, Xiao Fan, Yujie Zhang","doi":"10.1177/13694332241263870","DOIUrl":"https://doi.org/10.1177/13694332241263870","url":null,"abstract":"The inspection of underwater structural health is crucial for comprehensive bridge health assessments. In underwater structure imaging, traditional methods include single-camera and binocular camera inspection. However, due to water turbidity and long working distances with a small field-of-view, obtaining clear and high-quality detection images with these methods takes much work. To address this problem, this paper presents a method for planar array image stitching based on Harris corner point extraction, utilizing the advantages of planar array cameras characterized by short working distances and wide field-of-view. The core contribution of this paper is the introduction of an innovative image sequence stitching algorithm utilizing Harris corner point extraction and the combination of the first proposed planar array cameras with the image sequence stitching algorithm, which solves the problem of long distance and small field-of-view during the underwater inspection. The image stitching method involves calibrating camera parameters with a checkerboard and stitching underwater images from planar array cameras to reveal underwater structural features. Furthermore, five quantitative evaluation metrics and the method for calculating the field-of-view loss rate are presented to evaluate and analyze the stitched images. A series of experiments were performed on concrete surfaces, aquatic and underwater, with a total field-of-view of the underwater image after stitching of 358.86 mm × 319.24 mm at a working distance of 160 mm. Five evaluation methods were used to quantitatively evaluate the quality of the stitched images and calculate the field-of-view loss rate of the images. The results indicate that the proposed method improves the ability to inspect underwater. The stitched images achieve notable metrics: an entropy of approximately 6.7, an average gradient of about 1.7, a spatial frequency of around 3.5, an edge strength of about 17, mutual information of approximately 1.2, and a field-of-view loss rate of <0.1, facilitating more effective underwater structure inspection.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-06-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141549693","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-06-22DOI: 10.1177/13694332241263871
ZY Xia, T Jiang, T Yu
Motivated by a curiosity to explore the behavior of innovative arch structures enabled by the use of fiber-reinforced polymer (FRP) composites, this paper proposes a theoretical model built upon an enhanced formulation of the deflection method, broadening its scope to large-curvature problems. Traditionally, the deflection method approximates curvature as the second-order derivative of deflection, a simplification valid only for small curvatures. This limitation poses a challenge when applying the deflection method to problems involving large curvatures, a characteristic inherent in FRP-enabled arches where significant curvatures arise either initially or due to deformation. The enhanced formulation at the core of the proposed model addresses this challenge by incorporating a circular deflection function. This function posits that each deformed segment of the structural member can be represented by a circular arc, with its curvature and length related to the internal axial force and bending moment at the midpoint section of the segment. This feature facilitates the exact representation of curvature, offering the proposed model a unified approach capable of addressing both small- and large-curvature problems. The paper details the formulation and verification of the theoretical model, with an emphasis on its application to representative cases of FRP-enabled arches.
{"title":"Enhanced deflection method for large-curvature problems: Formulation, verification and application to fiber-reinforced polymer-enabled arches","authors":"ZY Xia, T Jiang, T Yu","doi":"10.1177/13694332241263871","DOIUrl":"https://doi.org/10.1177/13694332241263871","url":null,"abstract":"Motivated by a curiosity to explore the behavior of innovative arch structures enabled by the use of fiber-reinforced polymer (FRP) composites, this paper proposes a theoretical model built upon an enhanced formulation of the deflection method, broadening its scope to large-curvature problems. Traditionally, the deflection method approximates curvature as the second-order derivative of deflection, a simplification valid only for small curvatures. This limitation poses a challenge when applying the deflection method to problems involving large curvatures, a characteristic inherent in FRP-enabled arches where significant curvatures arise either initially or due to deformation. The enhanced formulation at the core of the proposed model addresses this challenge by incorporating a circular deflection function. This function posits that each deformed segment of the structural member can be represented by a circular arc, with its curvature and length related to the internal axial force and bending moment at the midpoint section of the segment. This feature facilitates the exact representation of curvature, offering the proposed model a unified approach capable of addressing both small- and large-curvature problems. The paper details the formulation and verification of the theoretical model, with an emphasis on its application to representative cases of FRP-enabled arches.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-06-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141552810","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-06-20DOI: 10.1177/13694332241260866
Yingbo Zhu, Alessandro Fascetti
Digital Twins (DT) provide a critical approach to connecting physical structures and corresponding virtual representations through constant observations-to-decision flows, enabling near real-time analysis and assessment of structural health. A critical component of DTs of reinforced concrete structures lies in the definition of prognostic capabilities to predict/infer the system response. This is achieved by devising efficient computational methods for the simulation of the mechanical behavior of the system. This study presents the first step in devising a Multiscale Lattice Discrete Particle Model (M-LDPM) approach to be embedded in a DT framework to allow for forward prediction of damage evolution in the structural system. In the DT framework, a modification of the M-LDPM is proposed to address well-known issues associated with linking the macroscopic mesh configuration and the corresponding representative volume elements, significantly reducing the total computational cost. The effectiveness of the proposed multiscale model is validated by comparing numerical results with the full-order solutions for plain concrete members under 3-point bending, and further investigated by comparison with experimental results on three reinforced concrete beams.
{"title":"Towards Developing Reinforced Concrete Structures Digital Twins: A Multiscale Lattice Discrete Particle Model Approach","authors":"Yingbo Zhu, Alessandro Fascetti","doi":"10.1177/13694332241260866","DOIUrl":"https://doi.org/10.1177/13694332241260866","url":null,"abstract":"Digital Twins (DT) provide a critical approach to connecting physical structures and corresponding virtual representations through constant observations-to-decision flows, enabling near real-time analysis and assessment of structural health. A critical component of DTs of reinforced concrete structures lies in the definition of prognostic capabilities to predict/infer the system response. This is achieved by devising efficient computational methods for the simulation of the mechanical behavior of the system. This study presents the first step in devising a Multiscale Lattice Discrete Particle Model (M-LDPM) approach to be embedded in a DT framework to allow for forward prediction of damage evolution in the structural system. In the DT framework, a modification of the M-LDPM is proposed to address well-known issues associated with linking the macroscopic mesh configuration and the corresponding representative volume elements, significantly reducing the total computational cost. The effectiveness of the proposed multiscale model is validated by comparing numerical results with the full-order solutions for plain concrete members under 3-point bending, and further investigated by comparison with experimental results on three reinforced concrete beams.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-06-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141549681","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-06-20DOI: 10.1177/13694332241263866
Kyungrok Kwon, Youngjin Choi, Yangrok Choi, Whi Seok Han, Jeong Hun Kim, Jung Sik Kong
When evaluating the fragility of structures in response to wind loads, vulnerability analyses are often conducted under intact conditions. Therefore, the actual strength of aged transmission towers may be compromised, resulting in severe damage. Especially for steel structures used over a long period in coastal areas, there is a potential for performance degradation due to corrosion. One of the high-voltage transmission towers, the 765 kV transmission tower, is taller than other towers, making it more vulnerable to strong winds in the event of corrosion. In this study, the structural performance degradation of 765 kV transmission towers in coastal regions based on their service life was investigated. Capacity distributions were provided considering the uncertainties in various parameters, such as the wind attack angle and material properties. A fragility assessment process that accounts for uncertainties in the wind conditions and aerodynamic parameters is proposed. Using the research results, we created limit-collapsed surfaces to evaluate the structural safety of transmission towers based on their service life, wind speed, and wind attack angle. The results showed a quantitative decrease in structural safety due to corrosion depending on the service life, with the most unfavorable wind attack angle being 0°. The proposed limit-collapsed surface can help efficiently evaluate structural conditions considering wind speed, wind attack angle, and service life. Hence, this study can serve as a basis for the structural evaluation of modern transmission towers to avoid power disruptions in major cities.
{"title":"Extended limit-collapsed surfaces using fragility analysis of high voltage transmission towers located in coastal areas under wind load","authors":"Kyungrok Kwon, Youngjin Choi, Yangrok Choi, Whi Seok Han, Jeong Hun Kim, Jung Sik Kong","doi":"10.1177/13694332241263866","DOIUrl":"https://doi.org/10.1177/13694332241263866","url":null,"abstract":"When evaluating the fragility of structures in response to wind loads, vulnerability analyses are often conducted under intact conditions. Therefore, the actual strength of aged transmission towers may be compromised, resulting in severe damage. Especially for steel structures used over a long period in coastal areas, there is a potential for performance degradation due to corrosion. One of the high-voltage transmission towers, the 765 kV transmission tower, is taller than other towers, making it more vulnerable to strong winds in the event of corrosion. In this study, the structural performance degradation of 765 kV transmission towers in coastal regions based on their service life was investigated. Capacity distributions were provided considering the uncertainties in various parameters, such as the wind attack angle and material properties. A fragility assessment process that accounts for uncertainties in the wind conditions and aerodynamic parameters is proposed. Using the research results, we created limit-collapsed surfaces to evaluate the structural safety of transmission towers based on their service life, wind speed, and wind attack angle. The results showed a quantitative decrease in structural safety due to corrosion depending on the service life, with the most unfavorable wind attack angle being 0°. The proposed limit-collapsed surface can help efficiently evaluate structural conditions considering wind speed, wind attack angle, and service life. Hence, this study can serve as a basis for the structural evaluation of modern transmission towers to avoid power disruptions in major cities.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-06-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141525281","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-06-01DOI: 10.1177/13694332241254605
Jianxin Zhang, Tingwei Zhang, Weitao Yuan
At present, the connection between the beams and slabs adopting composite layers is cast on-site, which is laborious and time-consuming. In this study, a new type of precast concrete (PC) beam and PC slab connection, which was connected by stud/channel steel connectors, was proposed to enhance the efficiency of prefabricated construction. Push-out tests were carried out on 5 PC beam-slab specimens connected with studs and 3 PC beam-slab specimens with channel steel connectors. The test variables were the connecting methods of beam-slab, the connector reinforcement ratio and the connecting width between two slabs. The failure process, load and slip of the beam-slab connection were recorded. Then, the slip behavior, shear capacity and shear stiffness of the PC beam-slab connection were analyzed. The results showed that the new type of PC beam-slab connection proposed in this study was an effective form for transferring force between the beam and slabs. Based on the push-out test results, the shear mechanism of connectors was analyzed and the calculation formulas for shear strength of stud/channel steel connectors were put forward. The calculated values obtained from the proposed formula demonstrated a strong correlation with the test results, providing an accurate measurement of shear strength of the new type of PC beam-slab connection. This study offers a reference for realizing the fast-full assembly construction of PC frame.
目前，采用复合层的梁和板之间的连接是现场浇筑的，费工费时。本研究提出了一种新型预制混凝土（PC）梁和 PC 板连接方式，即通过螺栓/槽钢连接件进行连接，以提高预制建筑的效率。对 5 个用螺栓连接的 PC 梁-板试件和 3 个用槽钢连接件连接的 PC 梁-板试件进行了挤压试验。试验变量为梁板连接方式、连接件配筋率和两板之间的连接宽度。记录了梁板连接的破坏过程、荷载和滑移。然后，分析了 PC 梁-板连接的滑移行为、抗剪承载力和抗剪刚度。结果表明，本研究提出的新型 PC 梁-板连接是一种在梁和板之间传递力的有效形式。根据推出试验结果，分析了连接件的剪切机制，并提出了螺栓/槽钢连接件的剪切强度计算公式。计算公式得出的计算值与试验结果具有很强的相关性，为新型 PC 梁-板连接的抗剪强度提供了准确的测量方法。该研究为实现 PC 框架的快速全装配施工提供了参考。
{"title":"Push-out performance of stud/channel steel connectors in UHPC for new precast concrete beam-slab connections","authors":"Jianxin Zhang, Tingwei Zhang, Weitao Yuan","doi":"10.1177/13694332241254605","DOIUrl":"https://doi.org/10.1177/13694332241254605","url":null,"abstract":"At present, the connection between the beams and slabs adopting composite layers is cast on-site, which is laborious and time-consuming. In this study, a new type of precast concrete (PC) beam and PC slab connection, which was connected by stud/channel steel connectors, was proposed to enhance the efficiency of prefabricated construction. Push-out tests were carried out on 5 PC beam-slab specimens connected with studs and 3 PC beam-slab specimens with channel steel connectors. The test variables were the connecting methods of beam-slab, the connector reinforcement ratio and the connecting width between two slabs. The failure process, load and slip of the beam-slab connection were recorded. Then, the slip behavior, shear capacity and shear stiffness of the PC beam-slab connection were analyzed. The results showed that the new type of PC beam-slab connection proposed in this study was an effective form for transferring force between the beam and slabs. Based on the push-out test results, the shear mechanism of connectors was analyzed and the calculation formulas for shear strength of stud/channel steel connectors were put forward. The calculated values obtained from the proposed formula demonstrated a strong correlation with the test results, providing an accurate measurement of shear strength of the new type of PC beam-slab connection. This study offers a reference for realizing the fast-full assembly construction of PC frame.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-06-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141193224","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}
In this study, a novel special-shaped steel tube concrete column steel beam joint is proposed. Bolt connections are used to connect the pre-welded steel beam and the special-shaped steel tube concrete column. Based on the finite element software ABAQUS, we established finite element models of the column-beam joints, and conducted a series of finite element analyses to investigate the influence of various parameters on the seismic performance of the joint. These parameters include the shape and size of the flange hole, the shape and size of the web hole, and thickness of the spliced plate on the flange. The results show that the difference between the finite element analysis and experimental results for bearing capacity and displacement is within 10%. This indicates that finite element analysis can be effectively utilized to study the seismic performance of the joint. Compared to joints with non-spliced beam, the rotational deformation capacity of the joint is reduced when using bolts and spliced plates designed by the equal-strength method. The energy dissipation capacity and ductility deformation capacity of the joints with spliced beams are significantly improved by using elliptical bolt holes in the flange, and plastic hinges are formed in the spliced region. The elliptical holes in the web with varying sizes have little effect on the seismic performance of the joint. The thicknesses of the spliced plate ranging from 6 mm to 8 mm has little effect on the seismic performance of the joint, and a thin spliced plate will reduce the seismic performance of the joint. The study presented in this paper can provide a reference for promoting the engineering application of special-shaped steel tube concrete structures.
{"title":"Design and seismic performance analysis of a novel special-shaped steel tube concrete column steel beam joint","authors":"Chun-yang Liu, Ji-he Qin, Zhen-fan Gong, Hao Wang, Guang-kai Zhou","doi":"10.1177/13694332241257648","DOIUrl":"https://doi.org/10.1177/13694332241257648","url":null,"abstract":"In this study, a novel special-shaped steel tube concrete column steel beam joint is proposed. Bolt connections are used to connect the pre-welded steel beam and the special-shaped steel tube concrete column. Based on the finite element software ABAQUS, we established finite element models of the column-beam joints, and conducted a series of finite element analyses to investigate the influence of various parameters on the seismic performance of the joint. These parameters include the shape and size of the flange hole, the shape and size of the web hole, and thickness of the spliced plate on the flange. The results show that the difference between the finite element analysis and experimental results for bearing capacity and displacement is within 10%. This indicates that finite element analysis can be effectively utilized to study the seismic performance of the joint. Compared to joints with non-spliced beam, the rotational deformation capacity of the joint is reduced when using bolts and spliced plates designed by the equal-strength method. The energy dissipation capacity and ductility deformation capacity of the joints with spliced beams are significantly improved by using elliptical bolt holes in the flange, and plastic hinges are formed in the spliced region. The elliptical holes in the web with varying sizes have little effect on the seismic performance of the joint. The thicknesses of the spliced plate ranging from 6 mm to 8 mm has little effect on the seismic performance of the joint, and a thin spliced plate will reduce the seismic performance of the joint. The study presented in this paper can provide a reference for promoting the engineering application of special-shaped steel tube concrete structures.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-05-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141193240","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-05-29DOI: 10.1177/13694332241256988
Ran Deng, Yu Xiang, Tao Yu, Tao Qi, Weidong Ji
The past decade has seen rapid development of offshore wind energy around the world. Furthermore, to improve the efficiency of power generation, wind turbine development has been trending towards increasingly large and tall turbines. These developments call for innovations in the form of wind turbine towers to address the challenges faced by existing tower forms (e.g., steel tubular towers and prestressed concrete towers) in structural adequacy, construction efficiency and/or maintenance. This paper presents a new form of hybrid wind turbine towers which possesses many important advantages over the existing tower forms and are particularly suitable for large offshore wind turbines. The new hybrid towers, termed herein hybrid FRP-concrete-steel prestressed double-skin wind turbine towers or PDSWTs, are prefabricated in segments and then assembled on site. The PDSWT segments are a variation of hybrid FRP-concrete-steel double-skin tubular members (DSTMs), and they consist of an outer confining tube made of fibre-reinforced polymer (FRP), a thin steel inner tube with welded shear studs, prestressed concrete between the two tubes, and flanges welded at the ends of the steel tube. The onsite assembly of the tower involves mainly connecting the steel flanges of two adjacent segments using high-strength bolts, and installing prestressed tendons through the whole tower. In this paper, the rationale behind the development of PDSWTs is first explained, followed by a discussion of the design considerations and future research needs to facilitate the practical applications of the new tower form.
{"title":"Hybrid FRP-concrete-steel prestressed double-skin wind turbine towers: Concept, design considerations and research needs","authors":"Ran Deng, Yu Xiang, Tao Yu, Tao Qi, Weidong Ji","doi":"10.1177/13694332241256988","DOIUrl":"https://doi.org/10.1177/13694332241256988","url":null,"abstract":"The past decade has seen rapid development of offshore wind energy around the world. Furthermore, to improve the efficiency of power generation, wind turbine development has been trending towards increasingly large and tall turbines. These developments call for innovations in the form of wind turbine towers to address the challenges faced by existing tower forms (e.g., steel tubular towers and prestressed concrete towers) in structural adequacy, construction efficiency and/or maintenance. This paper presents a new form of hybrid wind turbine towers which possesses many important advantages over the existing tower forms and are particularly suitable for large offshore wind turbines. The new hybrid towers, termed herein hybrid FRP-concrete-steel prestressed double-skin wind turbine towers or PDSWTs, are prefabricated in segments and then assembled on site. The PDSWT segments are a variation of hybrid FRP-concrete-steel double-skin tubular members (DSTMs), and they consist of an outer confining tube made of fibre-reinforced polymer (FRP), a thin steel inner tube with welded shear studs, prestressed concrete between the two tubes, and flanges welded at the ends of the steel tube. The onsite assembly of the tower involves mainly connecting the steel flanges of two adjacent segments using high-strength bolts, and installing prestressed tendons through the whole tower. In this paper, the rationale behind the development of PDSWTs is first explained, followed by a discussion of the design considerations and future research needs to facilitate the practical applications of the new tower form.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-05-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141193238","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-05-27DOI: 10.1177/13694332241255750
Kirubel Tefera Gesho, Changjiang Shao
The probabilistic seismic demand model (PSDM) is essential to identify the seismic demand of the highway bridge during and after an earthquake. This paper aims to review the probabilistic seismic demand estimation and modeling methodology options associated with the procedure, analytical analysis, and mathematical framework for a highway bridge. As a result of the review, different techniques with features, applications, and limitations on highway bridges are reviewed and presented. A review has investigated the current PSDM and provides a comprehensive summary with formulas, tables, figures, and frameworks. PSDM steps are constructed and introduced to how scholars use them. Besides, analytical methods are the best choice for investigating the PSDA and PSDM for critical bridge components when damage data is insufficient. They are determined to predict each component’s seismic response for a given deterministic or random variable. This work helps and motivates the decision-makers and stakeholders to extend the application of the PSDM methodology option for a more informed decision.
{"title":"Review on probabilistic seismic demand modeling and estimation for highway bridge","authors":"Kirubel Tefera Gesho, Changjiang Shao","doi":"10.1177/13694332241255750","DOIUrl":"https://doi.org/10.1177/13694332241255750","url":null,"abstract":"The probabilistic seismic demand model (PSDM) is essential to identify the seismic demand of the highway bridge during and after an earthquake. This paper aims to review the probabilistic seismic demand estimation and modeling methodology options associated with the procedure, analytical analysis, and mathematical framework for a highway bridge. As a result of the review, different techniques with features, applications, and limitations on highway bridges are reviewed and presented. A review has investigated the current PSDM and provides a comprehensive summary with formulas, tables, figures, and frameworks. PSDM steps are constructed and introduced to how scholars use them. Besides, analytical methods are the best choice for investigating the PSDA and PSDM for critical bridge components when damage data is insufficient. They are determined to predict each component’s seismic response for a given deterministic or random variable. This work helps and motivates the decision-makers and stakeholders to extend the application of the PSDM methodology option for a more informed decision.","PeriodicalId":50849,"journal":{"name":"Advances in Structural Engineering","volume":null,"pages":null},"PeriodicalIF":2.6,"publicationDate":"2024-05-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141171668","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-05-23DOI: 10.1177/13694332241255734
T. Fayyad, Su Taylor, Kun Feng, Felix Kin Peng Hui
Critical global challenges, such as climate change and the insufficient availability of resources, mean that it is a pivotal time to make cities more intelligent, efficient, and sustainable in a drive towards a net-zero carbon future. This requires intelligent, interactive, and responsive structural health monitoring (SHM) to assure the longevity and safety of ageing infrastructure. Drones have the potential to revolutionise SHM. Drone-based SHM (as a potential fly-by technique) involves equipping drones with various sensors, or using inbuilt sensors, to capture data and images of structures from different angles and perspectives. The data is then processed and analysed to facilitate accurate assessment of the structure’s health and early diagnosis of damage. Although the use of fly-by is relatively new, the speedy advances in various technologies that could be integrated with it, such as computer vision with artificial intelligence, deep learning, and links to digital twins, put these systems on the verge of a potential breakthrough. This paper provides an overview of fly-by SHM technique using both scientometric and qualitative systematic literature review processes, in order to provide a distinct understanding of the state of the art of research. As an original contribution, our research identified four main clusters of research within the field of fly-by SHM: (1) the application of UAV-enabled vision-based monitoring; (2) the integration of drones, advanced sensor technologies, and artificial intelligence; (3) drone-based SHM integrating modal analysis, energy harvesting, and deep learning; and (4) automation and robotics in drone-based SHM. The paper highlights the integration of new technologies such as artificial intelligence, machine learning, and sensors with the fly-by technique for SHM, identifies the gaps in current fly-by SHM research, and suggests new directions for research.
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Pub Date : 2024-05-23DOI: 10.1177/13694332241255747
Xiaofeng Zhang, H. Far
In the traditional design method, structures are usually assumed as rigid base structures without considering soil-structure interaction (SSI). However, whether the effect of SSI on the seismic performance of structures is beneficial or detrimental is far from consensus among researchers. Moreover, previous literature mostly concentrated on the seismic behaviour of mid-rise buildings and moment-resisting frames. Therefore, it is in real need to comprehensively investigate the seismic response of tall buildings considering SSI. In this study, a soil-foundation-structure model developed in finite element software and verified by shaking table tests is used to critically explore the effects of SSI on high-rise buildings with a series of superstructure and substructure parameters. The beneficial and detrimental impacts of SSI are identified and discussed. Numerical simulation results indicate the rise in the stiffness of subsoil can dramatically amplify the base shear of structures. As the foundation rotation increases, inter-storey drifts are increased, and base shears are reduced. In general, SSI amplifies the inter-storey drifts showing detrimental effects of SSI. However, as for the base shear, SSI exerts detrimental effects on most piled foundation cases as well as classical compensated foundation structures resting on Ce soil, whereas, for compensated foundation structures resting on soil types De and Ee, effects of SSI are beneficial since the base shear is reduced. Moreover, regarding buildings with different structural systems and foundation types, minimum base shear ratios considering the SSI reduction effect are presented.
在传统设计方法中，结构通常被假定为刚性基础结构，而不考虑土-结构相互作用（SSI）。然而，SSI 对结构抗震性能的影响是有利还是有害，研究人员尚未达成共识。此外，以往的文献大多集中于中层建筑和力矩抵抗框架的抗震性能。因此，亟需全面研究考虑 SSI 的高层建筑的地震响应。本研究采用有限元软件开发的土壤-地基-结构模型，并通过振动台试验验证，利用一系列上部结构和下部结构参数严格探讨 SSI 对高层建筑的影响。确定并讨论了 SSI 的有利和不利影响。数值模拟结果表明，底土刚度的增加会显著放大结构的基底剪力。随着地基旋转的增加，层间漂移增大，基底剪力减小。一般来说，SSI 会放大层间漂移，显示出 SSI 的不利影响。然而，就基底剪力而言，SSI 对大多数桩基以及位于 Ce 土层上的传统补偿地基结构产生不利影响，而对于位于 De 和 Ee 土层上的补偿地基结构，SSI 的影响是有利的，因为基底剪力减小了。此外，对于具有不同结构系统和地基类型的建筑物，考虑到 SSI 的减小效应，提出了最小基底剪力比。
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