Engineering Structures最新文献_第9页

Influence of sand cushion on rockfall-impact resistance of RC sheds

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119992

R.W. Li , S.B. Meng , Y. Chen , H. Wu , Y.D. Zhou

Reinforced concrete (RC) sheds with sand cushions laying on the top are commonly adopted to resist rockfall impacts. To improve the rockfall-impact resistance of RC shed with sand cushion, this study investigated the buffering performance of sand cushion and examined the effect of sand cushion on the dynamic behaviors of RC shed. Firstly, a series of impact tests on sand cushion were conducted to analyze the influence of cushion thickness and falling height of rockfall on the penetration depth into the cushion, impact force and impact duration, as well as the development of vertical and horizontal stresses inside the cushion. Then, a finite element-discrete element coupling model was established to consider the particle interaction of sand cushion under rockfall impacts and impact behaviors of RC shed. Finally, based on the validated numerical analysis method, the effect of sand cushion on the dynamic responses and damage of prototype RC shed subjected to the impact of rockfall was simulated and evaluated. The results showed that: (i) with the increase of cushion thickness, the peak impact force was reduced, but the penetration depth and duration increased; as the falling height elevated, the impact force and penetration depth increased while the duration was shortened; (ii) sand cushion had excellent buffering performance to attenuate vertical and horizontal stresses inside the cushion; (iii) stress diffusion angle formed in the sand cushion can enlarge the load-bearing area at the bottom of the cushion, and the buffering performance of sand cushion can be improved through increasing the stress diffusion angle; (iv) compared with the non-cushion one, the rockfall-impact resistance of RC shed was effectively improved by the sand cushion through reducing impact force, penetration depth, dynamic bending moment and shear force of the shed roof, as well as transforming brittle punching-shear failure of the shed roof into flexural failure.

{"title":"Influence of sand cushion on rockfall-impact resistance of RC sheds","authors":"R.W. Li , S.B. Meng , Y. Chen , H. Wu , Y.D. Zhou","doi":"10.1016/j.engstruct.2025.119992","DOIUrl":"10.1016/j.engstruct.2025.119992","url":null,"abstract":"<div><div>Reinforced concrete (RC) sheds with sand cushions laying on the top are commonly adopted to resist rockfall impacts. To improve the rockfall-impact resistance of RC shed with sand cushion, this study investigated the buffering performance of sand cushion and examined the effect of sand cushion on the dynamic behaviors of RC shed. Firstly, a series of impact tests on sand cushion were conducted to analyze the influence of cushion thickness and falling height of rockfall on the penetration depth into the cushion, impact force and impact duration, as well as the development of vertical and horizontal stresses inside the cushion. Then, a finite element-discrete element coupling model was established to consider the particle interaction of sand cushion under rockfall impacts and impact behaviors of RC shed. Finally, based on the validated numerical analysis method, the effect of sand cushion on the dynamic responses and damage of prototype RC shed subjected to the impact of rockfall was simulated and evaluated. The results showed that: (i) with the increase of cushion thickness, the peak impact force was reduced, but the penetration depth and duration increased; as the falling height elevated, the impact force and penetration depth increased while the duration was shortened; (ii) sand cushion had excellent buffering performance to attenuate vertical and horizontal stresses inside the cushion; (iii) stress diffusion angle formed in the sand cushion can enlarge the load-bearing area at the bottom of the cushion, and the buffering performance of sand cushion can be improved through increasing the stress diffusion angle; (iv) compared with the non-cushion one, the rockfall-impact resistance of RC shed was effectively improved by the sand cushion through reducing impact force, penetration depth, dynamic bending moment and shear force of the shed roof, as well as transforming brittle punching-shear failure of the shed roof into flexural failure.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119992"},"PeriodicalIF":5.6,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550420","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Performance evaluation of a lever-assisted optimized tuned mass damper inerter in mitigating edgewise vibration of wind turbine blade

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119954

Vishal D. Sonkusare, Kamal Krishna Bera

A Lever-assisted Tuned Mass Damper Inerter (LTMDI), comprising a lever mechanism with a fulcrum and a spanning inerter, coupled with a Tuned Mass Damper (TMD), is introduced to mitigate the edgewise vibration of wind turbine blades. The equations of motion for the coupled blade-LTMDI-tower system are derived using the Euler–Lagrangian approach. The turbulent aerodynamic loads on the blade are calculated using the modified Blade Element Momentum theory. Closed-form expressions for optimal tuning frequency and damping ratio of LTMDI are derived from a simplified 2-DOF blade-LTMDI model using the classical fixed-point theory. These expressions also verify the corresponding formulas for blade with TMDI and TMD reported in the existing literature. Numerical studies are conducted using the National Renewable Energy Laboratory (NREL) 5-MW horizontal axis wind turbine. A comprehensive analysis in both time and frequency domains is performed to evaluate the control effectiveness of LTMDI for both the 2-DOF and full wind turbine models, with results compared to those obtained using TMDI and TMD. Results reveal that TMD is the most effective at reducing blade response, while TMDI excels in minimizing the stroke length of the mass block, and LTMDI performs between these two extremes. To systematically compare the overall performance of these devices, a normalized performance index is proposed, which incorporates peak, RMS, and peak-to-peak displacements of both blade tip and mass block. It is observed that LTMDI effectively serves as a trade-off between TMD and TMDI, providing a consistent and uniform performance regardless of whether the focus is on reducing blade response or minimizing the stroke length of the mass block. Therefore, LTMDI emerges as the optimal choice, offering a comprehensive solution that effectively addresses both blade and mass block responses, and demonstrating significant potential for application in wind turbine blades.

{"title":"Performance evaluation of a lever-assisted optimized tuned mass damper inerter in mitigating edgewise vibration of wind turbine blade","authors":"Vishal D. Sonkusare, Kamal Krishna Bera","doi":"10.1016/j.engstruct.2025.119954","DOIUrl":"10.1016/j.engstruct.2025.119954","url":null,"abstract":"<div><div>A Lever-assisted Tuned Mass Damper Inerter (LTMDI), comprising a lever mechanism with a fulcrum and a spanning inerter, coupled with a Tuned Mass Damper (TMD), is introduced to mitigate the edgewise vibration of wind turbine blades. The equations of motion for the coupled blade-LTMDI-tower system are derived using the Euler–Lagrangian approach. The turbulent aerodynamic loads on the blade are calculated using the modified Blade Element Momentum theory. Closed-form expressions for optimal tuning frequency and damping ratio of LTMDI are derived from a simplified 2-DOF blade-LTMDI model using the classical fixed-point theory. These expressions also verify the corresponding formulas for blade with TMDI and TMD reported in the existing literature. Numerical studies are conducted using the National Renewable Energy Laboratory (NREL) 5-MW horizontal axis wind turbine. A comprehensive analysis in both time and frequency domains is performed to evaluate the control effectiveness of LTMDI for both the 2-DOF and full wind turbine models, with results compared to those obtained using TMDI and TMD. Results reveal that TMD is the most effective at reducing blade response, while TMDI excels in minimizing the stroke length of the mass block, and LTMDI performs between these two extremes. To systematically compare the overall performance of these devices, a normalized performance index is proposed, which incorporates peak, RMS, and peak-to-peak displacements of both blade tip and mass block. It is observed that LTMDI effectively serves as a trade-off between TMD and TMDI, providing a consistent and uniform performance regardless of whether the focus is on reducing blade response or minimizing the stroke length of the mass block. Therefore, LTMDI emerges as the optimal choice, offering a comprehensive solution that effectively addresses both blade and mass block responses, and demonstrating significant potential for application in wind turbine blades.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119954"},"PeriodicalIF":5.6,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550418","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Buckling behavior of built-up thin-walled I-beams with trapezoidal flanged cores

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.120004

Michał Plust, Piotr Paczos, Piotr Kędzia

This paper focuses on the stability of thin-walled I-beams with sandwich trapezoidal flanges subjected to a three-point bending test. The flange structure consists of a channel beam flange, a trapezoidal corrugated core, and an external flat metal sheet. The stability of the I-beam was analyzed using two approaches: experimental testing and numerical analysis based on the finite element method (FEM). The experimental tests were conducted for two different methods of joining the flange layers (welding and adhesive bonding), revealing notable differences between the methods, particularly in larger displacements. Strain gauges were applied to the flange and web to measure shear stresses during the three-point test. The numerical FEM analysis determined the critical load values and buckling modes for various beam lengths, while also calculating shear stresses. Additionally, numerical studies of beams with nonsymmetric flanges showed higher critical force values compared to symmetric beams.

引用次数: 0

Long-term behavior of reduced length FRP tendons in post-tensioned steel beam-column connections

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119965

Mohamed F.M. Fahmy , Ahmed Samy B.Z. Hassan , Shehata E. Abdel Raheem , Mohamed Abdel-Basset Abdo , Redhwan M. Algobahi

The long-term behavior of different fiber reinforced polymer (FRP) tendons has been investigated experimentally up to 2000 h. Seven half-scaled exterior post-tensioned (PT) beam-column connection subassemblies, containing reduced length basalt fiber reinforced polymer (BFRP), carbon fiber reinforced polymer (CFRP), and glass fiber reinforced polymer (GFRP) tendons, were tested. To simulate the actual loading conditions in real buildings, an equivalent gravity load was applied to each connection subassembly. Also, to investigate the PT force level effect, three PT force levels, up to 50 %, were applied to 10 mm BFRP tendons, while two PT force levels were applied to 10 mm CFRP tendons. Besides, a 20 % PT force level was applied to 10 mm GFRP tendons. In addition, to study the effect of tendons’ diameter on the long-term behavior, PT connection subassembly containing 12 mm diameter BFRP tendons with 30 % PT force level was tested. The maximum PT force losses were almost 6.1, 5.8, 4.0 % for BFRP, CFRP, and GFRP, respectively. Finally, according to the experimental test results, unified relaxation equations were proposed to predict the amount of PT force loss. Consequently, the predicted PT force losses for one-million-hour period were approximately 15.3 and 12.2 % for BFRP and CFRP tendons, respectively.

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引用次数: 0

Crushing behavior of biomimetic hierarchical multi-cell thin-walled tubes under multi-angle loading

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119996

Chao Gong , Chenxi Meng , Qi Chong , Lei Chen , Yage Guo

This paper proposes a set of biomimetic hierarchical multi-cell thin-walled structures (BHM). The internal structure of the proposed BHM tubes is constructed based on the micro-structure of bamboo and traditional multi-cell thin-walled structures (TMT). The crashworthiness performance of the proposed structures with different cross-sectional configurations under multi-angle loads was numerically studied. The anti-collision performance of BHM and TMT under multi-angle crushing loads was comparatively studied through finite element simulation. In addition, the TOPSIS method was used to select the optimal cross-sectional configuration of the biomimetic thin-walled tube. The results show that compared with TMT, BHM exhibits excellent crashworthiness under small-angle collisions, and this advantage begins to decline as the collision angle increases. Among different types of BHM, the hexagonal BHM and the balanced configuration of BHM can effectively improve the energy absorption capacity and load stability of the structure, and quadrilateral BHM provides a reference for reducing the peak crushing force. The optimal cross-sectional configuration obtained by the TOPSIS method is the hexagonal bio-hierarchical multi-walled tube with a balanced configuration. Finally, a comparative analysis with other hierarchical multi-cell tubes reported in the literature confirms that the crashworthiness performance of BHM exceeds existing designs. Theoretical derivation of the mean crushing force was conducted for the proposed tubes, and the theoretical predictions of MCF are in good agreement with the numerical results. The results of this study provide effective guidance for using the biomimetic method with a bamboo-like micro cross-sectional morphology to design multi-cell energy absorbers with high energy absorption efficiency.

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引用次数: 0

Probabilistic multi-hazard risk assessment of high-rise buildings subjected to concurrent earthquakes and strong winds

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-03 DOI: 10.1016/j.engstruct.2025.119972

Qian-Qian Yu , Ling-Han Liu , Xiang-Lin Gu , Yao-Yao Zhang

This paper presents a multi-hazard risk analysis of high-rise buildings exposed to earthquakes and strong winds. A concurrent hazard database was first collected, consisting of 35,687 sets of concurrent hazards from 1901 to 2020, with earthquakes greater than M 4.0 and wind speeds exceeding 10 m/s. The probability of simultaneous occurrence of earthquakes and strong winds was theoretically derived and verified through Monte Carlo simulation and statistical result. Afterward, numerical simulation was performed on two high-rise buildings, with special focus on the fragility of the structures exposed to both individual and multiple hazards. The maximum top displacement of the structure under multiple hazards exceeded 0.9 %−24.6 % of the superposition of responses under individual hazards. The annual failure probability of the structure was analyzed through convolution of the disaster risk function and the structure fragility function. It was indicated that the annual failure probability under concurrent hazard conditions was 1.12 −2.05 times of that under individual hazard conditions in the damaged state of IDR (Inter-story Drift Ratio)> 1.5 %.

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引用次数: 0

Precast concrete connections for alleviating reinforcement congestion: A state-of-the-art review

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-03 DOI: 10.1016/j.engstruct.2025.119985

Xin Nie, Da Huang, Liangdong Zhuang, Jiansheng Fan, Niankai Deng

In prefabricated structures, densely distributed stirrups and splicing of longitudinal reinforcement extending from precast components can result in rebar congestion in precast concrete connections, obstructing the assembly of precast components and proper concrete compaction. To address these issues, five types of joint details less susceptible to reinforcement congestion have been thoroughly reviewed. Mechanical connectors, as a substitute for lap splices of protruding rebars, are incorporated in dry and hybrid connections, which exhibit semi-rigid behavior under seismic loading. Notched connections, typified by evenly spaced notches at the side surfaces of precast components, employ post-installed connecting bars to replace projecting reinforcement. Design guides for notch geometry and anchorage length of connecting bars inserted in notches were proposed based on pull-out test results. Precast rocking systems with self-centering capability can be established by unbonded post-tensioning, which clamps structural components together without the necessity for rebar splicing. Energy dissipation is achieved by metallic, viscoelastic, or friction dampers. Furthermore, the ultra-high bond strength of reinforcing bars anchored in UHPC allows for short lap-spliced joints, while employing ECC as grouting materials enhances joint confinement and shear strength, enabling a reduction or total elimination of stirrups in precast concrete connections. Reinforcement congestion can be also relieved by separating beam-to-column connections into beam-to-beam and column-to-column joints, which effectively reduces the amount of reinforcement intersecting in the joint core.

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引用次数: 0

Steel-UHPC composite castellated beams under hogging bending: Experimental and numerical investigation

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-03 DOI: 10.1016/j.engstruct.2025.120012

Vinicius Moura de Oliveira , Vinicius Brother dos Santos , Alexandre Rossi , André Vitor Benedito , Pablo Augusto Krahl , Carlos Humberto Martins , Flávio de Andrade Silva , Daniel Carlos Taissum Cardoso

Continuous steel-concrete composite beams provide bending moment redistribution, slight deflection, the capability to cover longer spans and cost-effectiveness. Employing steel alveolar I-sections and Ultra-High-Performance Concrete (UHPC) slabs in these composite beams can significantly dematerialize the structure. Differently from conventional concrete, UHPC slabs are usually thinner, but can still provide restrain and increase buckling capacity of metallic parts, although less effectively when the slab is loaded in tension. The present paper investigates the Web-Post Buckling (WPB) behavior of steel-UHPC composite castellated beams under three-point hogging bending tests for two different patterns, namely Peiner and Anglo-Saxon. The experimental results are used to validate the numerical model and assess the accuracy of the design procedures for predicting these beams' WPB resistance, and a numerical parametric study is also discussed. Both specimens reached failure by WPB coupled with the Vierendeel mechanism (VM). This way, the length of the web openings' hexagon horizontal edge (tee length) influenced the bearing capacity of the castellated beam, in which the specimen with a higher tee length had a lower ultimate load, which was also observed in the numerical parametric study. In addition, the numerical models with the shortest web-post width were more critical for the WPB occurrence. Composite castellated beams with UHPC slabs showed higher initial bending stiffness and ultimate loads than those with NC slabs, even though the WPB and VM phenomenon restricted their bearing capacity. Finally, the procedure from EN 1993–1–13 for WPB resistance prediction provided more conservative results, and the Steel Design Guide 31 overestimated the WPB resistance of castellated beams significantly affected by the VM phenomenon on their ultimate loads.

{"title":"Steel-UHPC composite castellated beams under hogging bending: Experimental and numerical investigation","authors":"Vinicius Moura de Oliveira , Vinicius Brother dos Santos , Alexandre Rossi , André Vitor Benedito , Pablo Augusto Krahl , Carlos Humberto Martins , Flávio de Andrade Silva , Daniel Carlos Taissum Cardoso","doi":"10.1016/j.engstruct.2025.120012","DOIUrl":"10.1016/j.engstruct.2025.120012","url":null,"abstract":"<div><div>Continuous steel-concrete composite beams provide bending moment redistribution, slight deflection, the capability to cover longer spans and cost-effectiveness. Employing steel alveolar I-sections and Ultra-High-Performance Concrete (UHPC) slabs in these composite beams can significantly dematerialize the structure. Differently from conventional concrete, UHPC slabs are usually thinner, but can still provide restrain and increase buckling capacity of metallic parts, although less effectively when the slab is loaded in tension. The present paper investigates the Web-Post Buckling (WPB) behavior of steel-UHPC composite castellated beams under three-point hogging bending tests for two different patterns, namely Peiner and Anglo-Saxon. The experimental results are used to validate the numerical model and assess the accuracy of the design procedures for predicting these beams' WPB resistance, and a numerical parametric study is also discussed. Both specimens reached failure by WPB coupled with the Vierendeel mechanism (VM). This way, the length of the web openings' hexagon horizontal edge (tee length) influenced the bearing capacity of the castellated beam, in which the specimen with a higher tee length had a lower ultimate load, which was also observed in the numerical parametric study. In addition, the numerical models with the shortest web-post width were more critical for the WPB occurrence. Composite castellated beams with UHPC slabs showed higher initial bending stiffness and ultimate loads than those with NC slabs, even though the WPB and VM phenomenon restricted their bearing capacity. Finally, the procedure from EN 1993–1–13 for WPB resistance prediction provided more conservative results, and the Steel Design Guide 31 overestimated the WPB resistance of castellated beams significantly affected by the VM phenomenon on their ultimate loads.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 120012"},"PeriodicalIF":5.6,"publicationDate":"2025-03-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550325","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Risk assessment for wind farms using scenario-based ground motion simulations

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-03 DOI: 10.1016/j.engstruct.2025.119976

Wenze Wang , Jianze Wang , Mengtao Wu , Kaoshan Dai , Chao Liang , Zhenning Ba , Ashraf El Damatty

The advancement of efficient and clean wind power is crucial for realizing the global energy transition and meeting "dual-carbon" goals. In recent decades, wind turbines have experienced unprecedented growth, while the installation of more wind farms in earthquake-prone areas has significantly increased the associated seismic risk. The characteristics of the seismic source, propagation path, and site conditions are critical factors influencing seismic risk and the design of wind turbine structures. To this end, this study develops a wind farm risk assessment procedure using scenario-based ground motion simulations. Initially, a hybrid source model and frequency-wavenumber domain (FK) method are established for simulating broadband seismic wave propagation from finite fault sources within crustal layers. Subsequently, scenario ground motion predictions based on physical processes from the source to the site are performed, yielding multi-dimensional and multi-supported excitations for the target region. Thereafter, a numerical model of onshore wind turbines (WTs) is built using OpenSees, undergoing validation and dynamic response-history analysis, thereby achieving a full-process source-to-structure deterministic modeling. Ultimately, the "cloud method" is employed to establish a fragility model for the wind turbine tower. A comprehensive comparison and discussion are conducted on the seismic response and fragility of WTs at the Sanweishan fault, resulting from ruptures at different sub-faults. The results indicate that the middle sub-fault has a significant impact on the WTs, with a more pronounced risk of damage. Fragility results would provide valuable insights on design, location selection, risk reduction of wind farms.

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引用次数: 0

Dynamic behavior of double-column FRP-concrete-steel tubular bridge piers subjected to vehicular impact: Experimental study and numerical analysis

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-03 DOI: 10.1016/j.engstruct.2025.119966

Shuhong Lin , Bing Zhang , Sumei Zhang

In humid and corrosive environments, FRP-concrete-steel double-skin tubular columns (DSTCs) have demonstrated significant potential as bridge piers. Vehicular collisions are a major cause of bridge pier failures during their service life. While existing studies on DSTCs under lateral impact loading have primarily focused on single-column configurations, double-column bridge piers are commonly employed in bridge designs due to their enhanced resistance to overturning. These double-column piers may exhibit different impact resistance characteristics compared to single-column piers. However, there has been no experimental research to date investigating the dynamic behavior of double-column DSTC piers (DC-DSTCs) under vehicular impact. To address this gap, this study conducted experimental investigations on two large-scale DC-DSTC specimens subjected to vehicular impact. This study specifically examined key parameters such as the impact velocity, the void ratio of tubular DSTC pier, and the support provided by the adjacent DSTC pier. Experimental results illustrated that: (1) the DC-DSTC specimen exhibited localized damage at the impact position of the impacted DSTC pier, while an overall flexural deformation was observed in both the impacted and adjacent DSTC piers; (2) the impact force, global deformation and localized concave deformation increased with higher impact velocities; (3) under high-speed impact (around 5 m/s), a larger void ratio in the tubular DSTC pier resulted in more significant local dent deformation but reduced global lateral displacement; (4) when subjected to high-speed impact (around 5 m/s), the support of adjacent DSTC pier played a significant role on the dynamic behavior of DC-DSTC with a smaller void ratio, while has a limited influence on DC-DSTC with a larger void ratio. Subsequently, FE models were constructed and validated to accurately simulate the dynamic behavior of DC-DSTC specimens under lateral vehicular impact. Finally, a refined FE simulation of a Ford F800 medium truck colliding with a prototype DC-DSTC bridge was conducted to study the effect of both vehicle velocity and vehicle mass.

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引用次数: 0