E.O.L. Lantsoght
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As the world’s natural resources are being depleted and climate change is affecting the planet and its population, it is clear that a change towards sustainable, carbon- and climate-neutral and circular construction sector is necessary. This article addresses the challenge of addressing sustainability for concrete infrastructure, focusing both on service life extension for existing structures, reuse and circularity as principles, and the use of novel materials for new structures. By taking a broader look at the problem, this article argues that a broad range of solutions needs to be put into practice to achieve the sustainability goals for concrete infrastructure.
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As the world’s natural resources are being depleted and climate change is affecting the planet and its population, it is clear that a change towards sustainable, carbon- and climate-neutral and circular construction sector is necessary. This article addresses the challenge of addressing sustainability for concrete infrastructure, focusing both on service life extension for existing structures, reuse and circularity as principles, and the use of novel materials for new structures. By taking a broader look at the problem, this article argues that a broad range of solutions needs to be put into practice to achieve the sustainability goals for concrete infrastructure.
Journal article
(2026)
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Gabriela Zarate Garnica, Fengqiao Zhang, Yuguang Yang, Max A.H. Hendriks, Eva O.L. Lantsoght
Proof load testing on bridges requires high magnitude loads. Stop criteria are used to avoid irreversible damage or failure during proof load testing. These stop criteria are thresholds to measurable parameters during the test. After reaching a stop criterion, the proof load test needs to be terminated. While in the past, stop criteria have been identified as a single level, this research proposes to use a traffic light system for stop criteria: green light (related to the serviceability limit state), yellow light (as an intermediate level) and red light (further testing is not permitted). The green light relates to the development of cracking, whereas the yellow and red light relate to the failure modes of flexure and shear. To develop stop criteria for the brittle failure mode of shear, thresholds are derived from mechanical models, based on strain measurements and crack widths, as well as using acoustic emission measurements. To validate the stop criteria, three series of experiments are analyzed: reinforced concrete slab strips, straight slabs, and skewed slabs. While field validation of the traffic light system is pending, the developed tool is a step forward to safely test concrete bridges without shear reinforcement.
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Proof load testing on bridges requires high magnitude loads. Stop criteria are used to avoid irreversible damage or failure during proof load testing. These stop criteria are thresholds to measurable parameters during the test. After reaching a stop criterion, the proof load test needs to be terminated. While in the past, stop criteria have been identified as a single level, this research proposes to use a traffic light system for stop criteria: green light (related to the serviceability limit state), yellow light (as an intermediate level) and red light (further testing is not permitted). The green light relates to the development of cracking, whereas the yellow and red light relate to the failure modes of flexure and shear. To develop stop criteria for the brittle failure mode of shear, thresholds are derived from mechanical models, based on strain measurements and crack widths, as well as using acoustic emission measurements. To validate the stop criteria, three series of experiments are analyzed: reinforced concrete slab strips, straight slabs, and skewed slabs. While field validation of the traffic light system is pending, the developed tool is a step forward to safely test concrete bridges without shear reinforcement.
Journal article
(2026)
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Alex Micael Dantas de Sousa, Eva Olivia Leontien Lantsoght, Andri Setiawan, Mounir Khalil El Debs
Linear elastic finite element analyses (LEFEAs) have become more frequent in the design and assessment of reinforced concrete slabs under concentrated loads, as they enable low-cost evaluation of the distribution of shear forces over critical sections. However, few publications have addressed the benefits of combining LEFEA with mechanical-based models to predict the most critical shear failure mechanism and the corresponding shear and punching capacities. Notably, most previous studies employed a similar approach for a specific boundary condition or evaluated only the one-way shear capacity of slabs under concentrated loads near line supports. This study investigates the accuracy of the expressions based on the critical shear crack theory (CSCT) combined with LEFEA to assess the shear and punching capacity of one-way slabs under concentrated loads. Since such slabs may develop different failure mechanisms, this study also evaluates the level of accuracy to predict the governing shear failure mechanism identified in the tests, a topic rarely discussed until now. For this purpose, a dataset of 112 experiments was selected, covering different boundary conditions and loading arrangements. LEFEA was used to evaluate the uneven distribution of shear forces and bending moments on the critical shear regions. Some outputs from LEFEA were used in the analytical calculations with the CSCT-based expressions to predict the shear and punching capacity of such tests. The use of LEFEA also aided in understanding the change of shear failure mechanisms according to parameters such as the member width to load size ratio bslab/lload and the shear slenderness av/dl. The combination of the CSCT expressions with the LEFEA allows for predicting the governing shear failure mechanism and the shear capacity of the slabs for most tests accurately at a low computation cost. When the governing failure mechanism was not correctly identified, a conservative estimate of the shear capacity was provided, which is desirable in such cases.
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Linear elastic finite element analyses (LEFEAs) have become more frequent in the design and assessment of reinforced concrete slabs under concentrated loads, as they enable low-cost evaluation of the distribution of shear forces over critical sections. However, few publications have addressed the benefits of combining LEFEA with mechanical-based models to predict the most critical shear failure mechanism and the corresponding shear and punching capacities. Notably, most previous studies employed a similar approach for a specific boundary condition or evaluated only the one-way shear capacity of slabs under concentrated loads near line supports. This study investigates the accuracy of the expressions based on the critical shear crack theory (CSCT) combined with LEFEA to assess the shear and punching capacity of one-way slabs under concentrated loads. Since such slabs may develop different failure mechanisms, this study also evaluates the level of accuracy to predict the governing shear failure mechanism identified in the tests, a topic rarely discussed until now. For this purpose, a dataset of 112 experiments was selected, covering different boundary conditions and loading arrangements. LEFEA was used to evaluate the uneven distribution of shear forces and bending moments on the critical shear regions. Some outputs from LEFEA were used in the analytical calculations with the CSCT-based expressions to predict the shear and punching capacity of such tests. The use of LEFEA also aided in understanding the change of shear failure mechanisms according to parameters such as the member width to load size ratio bslab/lload and the shear slenderness av/dl. The combination of the CSCT expressions with the LEFEA allows for predicting the governing shear failure mechanism and the shear capacity of the slabs for most tests accurately at a low computation cost. When the governing failure mechanism was not correctly identified, a conservative estimate of the shear capacity was provided, which is desirable in such cases.
Size Effect of Slender and Thick Reinforced Concrete Members Without Transverse Reinforcement Failing in Shear
Parameter Analyses and Code Predictions
Journal article
(2026)
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Gabriel Ferreira Girotto, Ana Laura Shiraga Araújo, Lisiane Pereira Prado, Eva Olivia Leontien Lantsoght, Eloi Figueiredo, Alex Micael Dantas de Sousa
The shear strength of reinforced concrete members without transverse reinforcement remains a critical design issue, particularly for thick and slender structural members where pronounced size effects may significantly reduce the nominal shear strength. This study investigates the combined influence of member depth, concrete compressive strength, and longitudinal reinforcement ratio on the shear capacity of beams without stirrups through nonlinear finite element analyses (NLFEA). Beam depths ranging from 1000 mm to 4000 mm and concrete strengths between 30 MPa and 50 MPa were considered, together with variations in different longitudinal reinforcement ratios. The numerical results confirmed a clear deterministic size effect, with nominal shear stresses decreasing systematically as the effective depth increased, while the influence of compressive strength was found to be secondary. The depth-dependent response was successfully represented using Bažant’s energetic Size Effect Law (SEL Type II), and the calibrated parameters provided an excellent fit to the numerical database. Furthermore, the numerical predictions of shear capacity were compared with major design provisions, including ACI 318 (2014 and 2019), Eurocode 2 (EN 1992-1-1:2005 and EN 1992-1-1:2023), and fib Model Code approaches with levels of approximation (LoA) 1 and 2. The results highlight that older formulations such as ACI 318-2014 and EN 1992-1-1:2005 tend to be unconservative for deep members, whereas EN 1992-1-1:2023 offers significantly improved agreement with reduced scatter. Among the evaluated expressions, fib Model Code LoA1 was the most conservative, while LoA2 provided the most accurate overall predictions. The findings emphasize the importance of incorporating size-effect considerations in modern shear design models, particularly for large reinforced concrete structures such as bridge decks, thick slabs, and dam walls.
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The shear strength of reinforced concrete members without transverse reinforcement remains a critical design issue, particularly for thick and slender structural members where pronounced size effects may significantly reduce the nominal shear strength. This study investigates the combined influence of member depth, concrete compressive strength, and longitudinal reinforcement ratio on the shear capacity of beams without stirrups through nonlinear finite element analyses (NLFEA). Beam depths ranging from 1000 mm to 4000 mm and concrete strengths between 30 MPa and 50 MPa were considered, together with variations in different longitudinal reinforcement ratios. The numerical results confirmed a clear deterministic size effect, with nominal shear stresses decreasing systematically as the effective depth increased, while the influence of compressive strength was found to be secondary. The depth-dependent response was successfully represented using Bažant’s energetic Size Effect Law (SEL Type II), and the calibrated parameters provided an excellent fit to the numerical database. Furthermore, the numerical predictions of shear capacity were compared with major design provisions, including ACI 318 (2014 and 2019), Eurocode 2 (EN 1992-1-1:2005 and EN 1992-1-1:2023), and fib Model Code approaches with levels of approximation (LoA) 1 and 2. The results highlight that older formulations such as ACI 318-2014 and EN 1992-1-1:2005 tend to be unconservative for deep members, whereas EN 1992-1-1:2023 offers significantly improved agreement with reduced scatter. Among the evaluated expressions, fib Model Code LoA1 was the most conservative, while LoA2 provided the most accurate overall predictions. The findings emphasize the importance of incorporating size-effect considerations in modern shear design models, particularly for large reinforced concrete structures such as bridge decks, thick slabs, and dam walls.
Conference paper
(2025)
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Gabriela Zarate Garnica, Fengqiao Zhang, Yuguang Yang, Max Hendriks, Eva Lantsoght
During a proof load test on a bridge, high magnitude loads are applied. To avoid causing irreversible damage, thresholds to the structural responses, the so-called stop criteria, need to be defined. This paper proposes to categorize stop criteria into three levels: green light (related to the serviceability limit state), yellow light (related to potential irreversible damage) and red light (related to potential local collapse). For the Ultimate Limit State, stop criteria for shear and flexure are defined. Shear stop criteria are derived from mechanical models, using traditional strain measurements and acoustic emission measurements. These stop criteria are validated with experiments on reinforced concrete slab strips, straight slabs, and skewed slabs. The resulting traffic light system gives the bridge engineer a tool to make decisions during a proof load test. This approach is a step forward in the interpretation of structural responses during proof load testing.
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During a proof load test on a bridge, high magnitude loads are applied. To avoid causing irreversible damage, thresholds to the structural responses, the so-called stop criteria, need to be defined. This paper proposes to categorize stop criteria into three levels: green light (related to the serviceability limit state), yellow light (related to potential irreversible damage) and red light (related to potential local collapse). For the Ultimate Limit State, stop criteria for shear and flexure are defined. Shear stop criteria are derived from mechanical models, using traditional strain measurements and acoustic emission measurements. These stop criteria are validated with experiments on reinforced concrete slab strips, straight slabs, and skewed slabs. The resulting traffic light system gives the bridge engineer a tool to make decisions during a proof load test. This approach is a step forward in the interpretation of structural responses during proof load testing.
Collapse test of the Vecht Bridge
Behaviour of post-tensioned concrete slab-between-girder bridges
In the Netherlands, approximately 70 prestressed slab-between-girder bridges are present, built between the 1950s and 1970s. These bridges typically do not fulfil the requirements for shear in an assessment, but show no signs of distress upon inspection. Additional load-carrying mechanisms and effects of global bridge behaviour, such as compressive membrane action, compressive arch action, load (re)distribution, and the influence of the crossbeams, which could significantly enhance the structural capacity, are typically not considered in the assessment calculations. This paper studies the global structural behaviour experimentally of the full slab-between-girder bridge system as compared to the isolated T-girder. For this purpose, two spans of an existing multi-span T-girder bridge, the Vecht Bridge, built in 1962 were tested. In total, three experiments were carried out in span 4 (full system), and four experiments in span 2 (after applying saw cuts in the deck to create isolated girders). This paper reviews the state-of-the-art regarding collapse testing, global bridge behaviour, and slab-between-girder bridges in the Netherlands. Then, the results of the experiments are presented and analysed. It is expected that these experimental results will form the basis of improved assessment methods for slab-between-girder bridges in the Netherlands and beyond.
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In the Netherlands, approximately 70 prestressed slab-between-girder bridges are present, built between the 1950s and 1970s. These bridges typically do not fulfil the requirements for shear in an assessment, but show no signs of distress upon inspection. Additional load-carrying mechanisms and effects of global bridge behaviour, such as compressive membrane action, compressive arch action, load (re)distribution, and the influence of the crossbeams, which could significantly enhance the structural capacity, are typically not considered in the assessment calculations. This paper studies the global structural behaviour experimentally of the full slab-between-girder bridge system as compared to the isolated T-girder. For this purpose, two spans of an existing multi-span T-girder bridge, the Vecht Bridge, built in 1962 were tested. In total, three experiments were carried out in span 4 (full system), and four experiments in span 2 (after applying saw cuts in the deck to create isolated girders). This paper reviews the state-of-the-art regarding collapse testing, global bridge behaviour, and slab-between-girder bridges in the Netherlands. Then, the results of the experiments are presented and analysed. It is expected that these experimental results will form the basis of improved assessment methods for slab-between-girder bridges in the Netherlands and beyond.
Bridges are among the most important infrastructure assets, especially reinforced concrete slab bridges. Many were built with a skew angle instead of straight due to the limited space available. The skewness affects the internal shear force distribution of the slabs and causes shear stress concentration at the obtuse corner. Most of the shear design methods are developed based on straight slabs. Whether these methods apply to skewed slabs is unclear. On the other hand, experiments on skewed slabs are quite limited. Therefore, an experimental programme of skewed slabs was conducted at Delft University of Technology. The slabs have a height of 300 mm, representing a half-scale model of representative solid slab bridges in the Netherlands. A concentrated load was applied close to the edge of the slabs to induce a one-way shear failure. Both the top and bottom surfaces of the slabs were measured using stereo Digital Image Correlation (DIC). This paper presents the design and the results of the experiment. By using the stereo DIC from both surfaces, the internal shear crack propagation is captured. All specimens failed in shear and the results demonstrate that the shear capacity of the slabs decreases as the skewness increases. Moreover, the experiment confirmed that the shear stress concentration is more significant in the obtuse corner than in the acute corner. An evaluation method is proposed to calculate the shear capacity of the skewed slab combined with the Linear Finite Element Analysis. The calculated shear capacity given by the proposed method shows a good alignment with the experimental results.
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Bridges are among the most important infrastructure assets, especially reinforced concrete slab bridges. Many were built with a skew angle instead of straight due to the limited space available. The skewness affects the internal shear force distribution of the slabs and causes shear stress concentration at the obtuse corner. Most of the shear design methods are developed based on straight slabs. Whether these methods apply to skewed slabs is unclear. On the other hand, experiments on skewed slabs are quite limited. Therefore, an experimental programme of skewed slabs was conducted at Delft University of Technology. The slabs have a height of 300 mm, representing a half-scale model of representative solid slab bridges in the Netherlands. A concentrated load was applied close to the edge of the slabs to induce a one-way shear failure. Both the top and bottom surfaces of the slabs were measured using stereo Digital Image Correlation (DIC). This paper presents the design and the results of the experiment. By using the stereo DIC from both surfaces, the internal shear crack propagation is captured. All specimens failed in shear and the results demonstrate that the shear capacity of the slabs decreases as the skewness increases. Moreover, the experiment confirmed that the shear stress concentration is more significant in the obtuse corner than in the acute corner. An evaluation method is proposed to calculate the shear capacity of the skewed slab combined with the Linear Finite Element Analysis. The calculated shear capacity given by the proposed method shows a good alignment with the experimental results.
This study explores UAV-based 3D modeling for bridge damage assessment. UAVs with highresolution cameras captured images of two bridges at different life cycle stages and locations. These images were processed into detailed 3Dmodels, offeringmore accurate evaluations than traditional visual inspections (VI). The models provided precise damage localization, geometric data information, and identified areas requiring urgent maintenance, reducing repair costs and time. Despite the advantages, challenges such as model accuracy and flight planning precision were noted. The results showed that larger and more complex bridges require significantly greater resources for 3D modeling, including longer flight and processing times, higher data volumes, and increased detail in the models, as reflected in the differences between the two case studies. Future research should focus on optimizing data acquisition, enhancing algorithms, and integrating augmented reality (AR) to improve collaboration and decision-making in bridge inspections.
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This study explores UAV-based 3D modeling for bridge damage assessment. UAVs with highresolution cameras captured images of two bridges at different life cycle stages and locations. These images were processed into detailed 3Dmodels, offeringmore accurate evaluations than traditional visual inspections (VI). The models provided precise damage localization, geometric data information, and identified areas requiring urgent maintenance, reducing repair costs and time. Despite the advantages, challenges such as model accuracy and flight planning precision were noted. The results showed that larger and more complex bridges require significantly greater resources for 3D modeling, including longer flight and processing times, higher data volumes, and increased detail in the models, as reflected in the differences between the two case studies. Future research should focus on optimizing data acquisition, enhancing algorithms, and integrating augmented reality (AR) to improve collaboration and decision-making in bridge inspections.
Validation of proof loading methods
With a basis in collapse testing and stop criteria crack evaluation
Conference paper
(2025)
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Jacob Wittrup Schmidt, Christian Overgaard Christensen, Kenneth Dahl Schiøttz Damsgaard, Eva O.L. Lantsoght, Yuguang Yang, Per Goltermann
Safe proof loading of concrete bridges requires reliable stop criteria. Such criteria must ensure sufficient margin to the ultimate resistance and may be based on observations from advanced testing. In particular, the identification of thresholds related to pre-stressed and non-shearreinforced slab structures is currently ongoing with an addition of specific focus on potentially brittle failure modes of such structures. This paper presents representative examples of identifying stop criteria and target load thresholds using a combination of laboratory- and in-situ testing. Responses from recently tested structures and structural elements will be presented to enable discussion and perspectivation. The presented test results show measurable warning with sufficient margin from crack initiation to stop criterion. It was additionally seen that the target load often may be the governing threshold when proof load testing.
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Safe proof loading of concrete bridges requires reliable stop criteria. Such criteria must ensure sufficient margin to the ultimate resistance and may be based on observations from advanced testing. In particular, the identification of thresholds related to pre-stressed and non-shearreinforced slab structures is currently ongoing with an addition of specific focus on potentially brittle failure modes of such structures. This paper presents representative examples of identifying stop criteria and target load thresholds using a combination of laboratory- and in-situ testing. Responses from recently tested structures and structural elements will be presented to enable discussion and perspectivation. The presented test results show measurable warning with sufficient margin from crack initiation to stop criterion. It was additionally seen that the target load often may be the governing threshold when proof load testing.
Conference paper
(2025)
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Eva Lantsoght, Estefania Cervantes, Monica Santamaria, Jose C. Matos, Mitsuyoshi Akiyama, Xin Ruan
This paper proposes a framework for interpreting bridge field data with a focus on overall bridge performance, damage quantification, and data-driven decision-making. By leveraging recent advancements in bridge load testing, structural monitoring, and non-destructive evaluation, along with the development of interoperable platforms for bridge management, this paper synthesizes these insights into a cohesive framework. It also explores the long-term storage and utilization of data to inform future bridge management decisions. The proposed framework is designed to be flexible, accommodating varying timeframes (both throughout the bridge's service life and duration data collection) and different types of data. Ultimately, this conceptual framework aims to assist bridge owners in making informed decisions regarding field interventions and enhance their overall decision-making processes.
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This paper proposes a framework for interpreting bridge field data with a focus on overall bridge performance, damage quantification, and data-driven decision-making. By leveraging recent advancements in bridge load testing, structural monitoring, and non-destructive evaluation, along with the development of interoperable platforms for bridge management, this paper synthesizes these insights into a cohesive framework. It also explores the long-term storage and utilization of data to inform future bridge management decisions. The proposed framework is designed to be flexible, accommodating varying timeframes (both throughout the bridge's service life and duration data collection) and different types of data. Ultimately, this conceptual framework aims to assist bridge owners in making informed decisions regarding field interventions and enhance their overall decision-making processes.
Durability Deterioration of Reinforced Concrete Structures
A Framework Considering Climate Change Impacts
Reinforced concrete structures (RCSs) serve as critical components of national infrastructure, supporting key sectors such as transportation, energy, and water supply. However, the deterioration of these structures poses significant challenges due to its impacts on resource consumption, environmental sustainability, and public safety. This paper presents a comprehensive assessment of durability deterioration mechanisms affecting RCSs, with a focus on how climate change exacerbates these processes. A structured framework is proposed to identify, categorize, and prioritize deterioration causes based on structure type, location, and environmental conditions. A case study of a roadway RC bridge in Ecuador demonstrates the framework's application, highlighting how critical, significant, and minor deterioration causes are evaluated and prioritized to optimize resource allocation and guide future vulnerability and risk assessments.
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Reinforced concrete structures (RCSs) serve as critical components of national infrastructure, supporting key sectors such as transportation, energy, and water supply. However, the deterioration of these structures poses significant challenges due to its impacts on resource consumption, environmental sustainability, and public safety. This paper presents a comprehensive assessment of durability deterioration mechanisms affecting RCSs, with a focus on how climate change exacerbates these processes. A structured framework is proposed to identify, categorize, and prioritize deterioration causes based on structure type, location, and environmental conditions. A case study of a roadway RC bridge in Ecuador demonstrates the framework's application, highlighting how critical, significant, and minor deterioration causes are evaluated and prioritized to optimize resource allocation and guide future vulnerability and risk assessments.
Journal article
(2025)
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R. de Vries, E. O.L. Lantsoght, R. D.J.M. Steenbergen, M. A.N. Hendriks, M. Naaktgeboren
The authors regret that the original publication of this paper did not assign the correct affiliations to R.D.J.M. Steenbergen. The authors would like to apologise for any inconvenience caused.
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The authors regret that the original publication of this paper did not assign the correct affiliations to R.D.J.M. Steenbergen. The authors would like to apologise for any inconvenience caused.
Reinforced concrete structures (RCSs) face increasing vulnerability due to aging, deterioration, and climate change, compounded by seismic events. This paper proposes a framework that integrates time-dependent deterioration mechanisms, climate projections, and seismic vulnerability analyses. The methodology develops deterioration profiles using site-specific data while employing Performance-Based Earthquake Engineering (PBEE) to evaluate seismic risks. Climate scenarios from the IPCC address non-stationary climate impacts, such as accelerated corrosion. This research represents a first step toward defining a systematic process for assessing these combined effects. The proposed framework addresses critical gaps in traditional vulnerability assessments and contributes to improving the resilience of aging infrastructure under combined environmental and seismic hazards.
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Reinforced concrete structures (RCSs) face increasing vulnerability due to aging, deterioration, and climate change, compounded by seismic events. This paper proposes a framework that integrates time-dependent deterioration mechanisms, climate projections, and seismic vulnerability analyses. The methodology develops deterioration profiles using site-specific data while employing Performance-Based Earthquake Engineering (PBEE) to evaluate seismic risks. Climate scenarios from the IPCC address non-stationary climate impacts, such as accelerated corrosion. This research represents a first step toward defining a systematic process for assessing these combined effects. The proposed framework addresses critical gaps in traditional vulnerability assessments and contributes to improving the resilience of aging infrastructure under combined environmental and seismic hazards.
Despite the low probability of occurrence, fire events are a major hazard for structures, which can lead to severe socio-economic impact. Although reinforced concrete (RC) tunnels are an important component in transportation infrastructure, their structural behaviour under high temperatures is not yet fully understood. This study investigates the thermo-mechanical response of tunnels subjected to fire using nonlinear finite element analysis (NLFEA). For this purpose, recent experimental tests of large-scale reinforced concrete tunnels with and without fire protection are simulated. Different modelling strategies are discussed, and a detailed description of the constitutive model employed is presented. Then, model-to-model and model-to-experiment comparisons are conducted to identify the advantages and limitations of each approach. The analyses demonstrate the relevance of proper spalling modelling on the tunnel’s temperature distribution. The models also show a good agreement with the experimentally observed damage patterns. Finally, recommendations regarding modelling choices and further research topics are discussed.
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Despite the low probability of occurrence, fire events are a major hazard for structures, which can lead to severe socio-economic impact. Although reinforced concrete (RC) tunnels are an important component in transportation infrastructure, their structural behaviour under high temperatures is not yet fully understood. This study investigates the thermo-mechanical response of tunnels subjected to fire using nonlinear finite element analysis (NLFEA). For this purpose, recent experimental tests of large-scale reinforced concrete tunnels with and without fire protection are simulated. Different modelling strategies are discussed, and a detailed description of the constitutive model employed is presented. Then, model-to-model and model-to-experiment comparisons are conducted to identify the advantages and limitations of each approach. The analyses demonstrate the relevance of proper spalling modelling on the tunnel’s temperature distribution. The models also show a good agreement with the experimentally observed damage patterns. Finally, recommendations regarding modelling choices and further research topics are discussed.
Structural assessment of existing bridges becomes a challenging process in the presence of deterioration phenomena and outdated design action and resistance models. This paper explores the potentiality and effectiveness of reliability-based methods in the structural evaluation of existing PC I-girder bridges, highlighting scenarios where conventional methods, such as Partial Safety Factor Method, may underestimate structural capacity. Based on detailed visual inspection, in-situ data of deterioration phenomena is introduced in the probabilistic analysis and a Eurocodebased traffic model is adopted for the traffic load effect characterization. A case study is discussed emphasizing the advantages of adopting a reliability-focused assessment strategy and demonstrates that most of the investigated girders do not require intervention, even though considered inadequate, enhancing the efficiency and sustainability of infrastructure maintenance.
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Structural assessment of existing bridges becomes a challenging process in the presence of deterioration phenomena and outdated design action and resistance models. This paper explores the potentiality and effectiveness of reliability-based methods in the structural evaluation of existing PC I-girder bridges, highlighting scenarios where conventional methods, such as Partial Safety Factor Method, may underestimate structural capacity. Based on detailed visual inspection, in-situ data of deterioration phenomena is introduced in the probabilistic analysis and a Eurocodebased traffic model is adopted for the traffic load effect characterization. A case study is discussed emphasizing the advantages of adopting a reliability-focused assessment strategy and demonstrates that most of the investigated girders do not require intervention, even though considered inadequate, enhancing the efficiency and sustainability of infrastructure maintenance.
Conference paper
(2025)
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Jacob Wittrup Schmidt, Christian Overgaard Christensen, Kenneth Dahl Schiøttz Damsgaard, Eva O.L. Lantsoght, Yuguang Yang, Per Goltermann
The field of proof-loading has expanded over the last decade with excellent examples of successful collaborations and multidisciplinary approaches. Advanced testing has, as one of the essential subjects in an interdisciplinary assessment, brought significant value to further understanding of structural responses and failure mechanisms related to concrete bridges. This paper presents laboratory and field collapse testing examples in the Netherlands and Denmark, and related investigations of the response of non-shear reinforced slabs until failure. A special focus is dedicated to load application, examples of test approaches, some practical insights and test result comparison. Considerations of the laboratory and field test planning in synergy will be discussed based on the results and experiences obtained. A substantial margin to ultimate failure was found from crack identification or other measurable warnings in all tests. These observations suggests that it is possible to get sufficient warning even for non-shear reinforced concrete slabs structures.
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The field of proof-loading has expanded over the last decade with excellent examples of successful collaborations and multidisciplinary approaches. Advanced testing has, as one of the essential subjects in an interdisciplinary assessment, brought significant value to further understanding of structural responses and failure mechanisms related to concrete bridges. This paper presents laboratory and field collapse testing examples in the Netherlands and Denmark, and related investigations of the response of non-shear reinforced slabs until failure. A special focus is dedicated to load application, examples of test approaches, some practical insights and test result comparison. Considerations of the laboratory and field test planning in synergy will be discussed based on the results and experiences obtained. A substantial margin to ultimate failure was found from crack identification or other measurable warnings in all tests. These observations suggests that it is possible to get sufficient warning even for non-shear reinforced concrete slabs structures.
Conference paper
(2025)
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Devansh Patel, Barzin Mobasher, Antonio Caggiano, Francisco Jativa, Eva Lantsoght
Concrete is strong in compression andweak in tension,which results in a lowtoughness and ductility in plain concretemembers under flexure. The traditional solution is to use steel reinforcement bars, but other solutions can include the use of distributed fibers in the concrete mix. To transition to a bio-based circular economy, natural fibers such as abaca and coconut are currently being explored. Proper design requires understanding their tensile behavior under flexural loading. Experiments on concrete prisms with natural fibers under third-point loading have been carried out. These are compared and fitted with an analytical moment-curvature response incorporating a quad-linear tension model, enabling strain compatibility analysis for structural design. While experiments on larger scale and on reinforced concrete members have not been carried out yet, the current results provide a foundation for the analytical modelling of members with natural fibers in bending.
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Concrete is strong in compression andweak in tension,which results in a lowtoughness and ductility in plain concretemembers under flexure. The traditional solution is to use steel reinforcement bars, but other solutions can include the use of distributed fibers in the concrete mix. To transition to a bio-based circular economy, natural fibers such as abaca and coconut are currently being explored. Proper design requires understanding their tensile behavior under flexural loading. Experiments on concrete prisms with natural fibers under third-point loading have been carried out. These are compared and fitted with an analytical moment-curvature response incorporating a quad-linear tension model, enabling strain compatibility analysis for structural design. While experiments on larger scale and on reinforced concrete members have not been carried out yet, the current results provide a foundation for the analytical modelling of members with natural fibers in bending.
Reinforced concrete solid slab bridges are often skewed to cross underlying objects, which increases the shear stress concentration at the obtuse corner. Limited experimental evidence on skewed slabs is available, so that both the shear capacity and failure mode in skewed slab bridges are subject to discussion. Therefore, an experimental program at Delft University of Technology investigated the capacity and failure modes in skewed slabs under concentrated loads near the edge. Results from 15 tests on five 1:2-scale slab members result in shear failures and show a decreasing capacity with increasing skew angles. The obtuse corner is found to be critical; the reinforcement layout did not influence the capacity significantly. Comparisons with calculation methods showed reasonable accuracy. A proposed method using a larger integration length around the peak shear stress obtained from linear finite element modeling may be recommended for assessment.
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Reinforced concrete solid slab bridges are often skewed to cross underlying objects, which increases the shear stress concentration at the obtuse corner. Limited experimental evidence on skewed slabs is available, so that both the shear capacity and failure mode in skewed slab bridges are subject to discussion. Therefore, an experimental program at Delft University of Technology investigated the capacity and failure modes in skewed slabs under concentrated loads near the edge. Results from 15 tests on five 1:2-scale slab members result in shear failures and show a decreasing capacity with increasing skew angles. The obtuse corner is found to be critical; the reinforcement layout did not influence the capacity significantly. Comparisons with calculation methods showed reasonable accuracy. A proposed method using a larger integration length around the peak shear stress obtained from linear finite element modeling may be recommended for assessment.
Tunnel fires are relatively rare, but the consequences of damage can be large. This paper addresses the influence of tunnel fires on the ensuing damage to the concrete lining. To address this question, the existing literature is reviewed. This review focuses on different methodologies to get a well-rounded insight into the problem: relevant aspects of tunnel fire dynamics, theoretical considerations on the relation between the fire source and the resulting damage to the concrete, experimental evidences from testing concrete elements subjected to fire as well as data from tunnel fires that have taken place in the past, and insights from numerical analysis. The result is a comprehensive overview of what is currently known about the relation between a tunnel fire and the ensuing damage in the concrete, as well as guidance for the assessment of concrete tunnel linings under fire hazard and recommendations for future research to address the remaining open questions on this topic. To conclude, this paper gives a valuable overview based on different methodologies from the literature to give researchers, engineers, and asset owners a better insight in how fires can affect the concrete tunnel structure.
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Tunnel fires are relatively rare, but the consequences of damage can be large. This paper addresses the influence of tunnel fires on the ensuing damage to the concrete lining. To address this question, the existing literature is reviewed. This review focuses on different methodologies to get a well-rounded insight into the problem: relevant aspects of tunnel fire dynamics, theoretical considerations on the relation between the fire source and the resulting damage to the concrete, experimental evidences from testing concrete elements subjected to fire as well as data from tunnel fires that have taken place in the past, and insights from numerical analysis. The result is a comprehensive overview of what is currently known about the relation between a tunnel fire and the ensuing damage in the concrete, as well as guidance for the assessment of concrete tunnel linings under fire hazard and recommendations for future research to address the remaining open questions on this topic. To conclude, this paper gives a valuable overview based on different methodologies from the literature to give researchers, engineers, and asset owners a better insight in how fires can affect the concrete tunnel structure.
Bridge load testing for assessment
Recent advances in application, collaboration, codes, and research
Review
(2025)
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Numa Bertola, Alok Bhowmick, Jacob W. Schmidt, Matías A. Valenzuela, Aleš Žnidarič, Joan R. Casas, Rolando Chacon, Dave Cousins, Jesse Grimson, Eva O.L. Lantsoght, Daniele Losanno, Piotr Olaszek, Gabriel Sas
As the bridge stock in many countries is ageing, the topic of bridge assessment is gaining more importance. Bridge load testing is one of the tools that can be used to assess existing bridges. Over the past decade, assessment, and by extent, bridge load testing, have been applied, studied, and improved in various countries. This paper provides an international overview of bridge assessment practices, load testing practices, and recent research insights. Moreover, synergies in the research activities, collaboration efforts via technical committees, and recently published codes and guidelines are highlighted. The major topics of importance identified are linking load testing to global and element structural behaviour, improved on-site sensing techniques, incorporating load testing with structural monitoring, non-destructive evaluation, numerical modelling, probabilistic analysis, and leveraging the use of digital tools for embedding detailed load testing insights into modern bridge management systems. It can be concluded that bridge load testing is a dynamic field of application and research, for which international collaboration and comparing best practices is essential.
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As the bridge stock in many countries is ageing, the topic of bridge assessment is gaining more importance. Bridge load testing is one of the tools that can be used to assess existing bridges. Over the past decade, assessment, and by extent, bridge load testing, have been applied, studied, and improved in various countries. This paper provides an international overview of bridge assessment practices, load testing practices, and recent research insights. Moreover, synergies in the research activities, collaboration efforts via technical committees, and recently published codes and guidelines are highlighted. The major topics of importance identified are linking load testing to global and element structural behaviour, improved on-site sensing techniques, incorporating load testing with structural monitoring, non-destructive evaluation, numerical modelling, probabilistic analysis, and leveraging the use of digital tools for embedding detailed load testing insights into modern bridge management systems. It can be concluded that bridge load testing is a dynamic field of application and research, for which international collaboration and comparing best practices is essential.