Experimental and numerical study on the behavior of circular RC columns under impact loading

Demartino, Cristoforo; Wu, Jiguang; Xiao, Yan

doi:10.1016/j.proeng.2017.09.386

Cited by 13 publications

(3 citation statements)

References 6 publications

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“…Design guidelines outline procedures for vibration serviceability checks, but it is noticeable that most of these assume that the action is deterministic [10], yet this is stochastic, and it would be reasonable to incorporate its variability in the loading models. However, it should be mentioned that other loads on bridges should be considered in the design procedures such as seismic, wind, and impact loads (e.g., [11][12][13][14][15][16]). …”

Section: Shock and Vibrationmentioning

confidence: 99%

“…To conclude, the simplified and approximated procedure to evaluate the mode shape using static analysis of the FE model of the footbridge requires the following steps: (i) evaluation of RD (see (15)) using the FE model of the footbridge (i.e., evaluation of the end rotation and midspan deflection, and , due to a uniform load), (ii) conversion of RD to an equivalent RL using (16) (Figure 3), (iii) evaluation of , using (14) (Figure 3), and (iv) evaluation of the mode shapes (see (10)) using as input the obtained , in the boundary conditions and solving the eigenvalue problem obtaining , 1 , 2 , 3 , and 4 . Finally, by integrating the mass per unit length, , over the mode shape, the modal mass can be obtained.…”

Section: Footbridge Characteristics and Mechanical Modelmentioning

confidence: 99%

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Deterministic and Probabilistic Serviceability Assessment of Footbridge Vibrations due to a Single Walker Crossing

Demartino

Avossa

Ricciardelli

2018

Shock and Vibration

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This paper presents a numerical study on the deterministic and probabilistic serviceability assessment of footbridge vibrations due to a single walker crossing. The dynamic response of the footbridge is analyzed by means of modal analysis, considering only the first lateral and vertical modes. Single span footbridges with uniform mass distribution are considered, with different values of the span length, natural frequencies, mass, and structural damping and with different support conditions. The load induced by a single walker crossing the footbridge is modeled as a moving sinusoidal force either in the lateral or in the vertical direction. The variability of the characteristics of the load induced by walkers is modeled using probability distributions taken from the literature defining a Standard Population of walkers. Deterministic and probabilistic approaches were adopted to assess the peak response. Based on the results of the simulations, deterministic and probabilistic vibration serviceability assessment methods are proposed, not requiring numerical analyses. Finally, an example of the application of the proposed method to a truss steel footbridge is presented. The results highlight the advantages of the probabilistic procedure in terms of reliability quantification.

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Section: Shock and Vibrationmentioning

confidence: 99%

Section: Footbridge Characteristics and Mechanical Modelmentioning

confidence: 99%

Deterministic and Probabilistic Serviceability Assessment of Footbridge Vibrations due to a Single Walker Crossing

Demartino

Avossa

Ricciardelli

2018

Shock and Vibration

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“…Like the force-time history, the deflectiontime history consists of the ascent stage, descent stage, and the damped vibration stage. The numerical analysis conducted by Demartino et al (Demartino et al, 2017) yielded similar forcetime histories as those found by Cai et al There were some discrepancies between the two forcetime histories, primarily that the Demartino et al histories did not display the stabilization stage found by (Cai et al, 2017). This discrepancy can likely be attributed to the Cai et al impact location being at the top of the columns, and the columns having a square cross-section whereas the Demartino et al columns were circular with the impact location near the base of the column.…”

Section: Effect Of Internal Reinforcement On Impact Capacitymentioning

confidence: 99%

The Lateral and Post-Impact Residual Lateral Strength of Reinforced Concrete Columns

George

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The nature of columns being the mechanism for transferring loading to the foundation of a structure positions it at ground level which makes the member susceptible to unexpected impact loadings in the form of vehicle collisions. These impacts will cause reductions in the lateral capacity which may or may not be sufficient for safely transferring the design loading. Lateral load resistance tests were conducted on 24 concrete columns with various reinforcement configurations and sizes of which, 13 were previously subjected to impact loading and were used to evaluate the post-impact performance and lateral load capacity retention. From these tests it was determined that the concrete-filled steel tube (CFST) specimens exhibited both the largest lateral and residual lateral capacities of 37.37 kN and 40.17 kN, respectively. The CFST member had the highest retention of lateral load capacity for both low and high-impact energy, retaining 75% and 107% of the baseline capacity of 37.37 kN for the unimpacted specimen, respectively.Increasing the specimen diameter had no discernible effect on lateral strength retention but reduced the residual deformation, especially at high-impact energies with the residual deformation being reduced by as much as 85% compared to the smaller specimen.I would like to thank my supervisor and mentor Dr. Hamzeh Hajiloo. Dr. Hajiloo provided a wealth of technical knowledge and unparalleled guidance and support through this process. Dr. Hajiloo assisted and guided me since I was an undergraduate and gave me the tools to succeed and excel in my graduate studies and future career. I gained a new perspective on education, research, forming relationships, and imparting my knowledge to others. Dr. Hajiloo always supported me, trusted my abilities, and most importantly believed in me before I had even applied for graduate studies. I could not have done this without him, and I will always be thankful to have had him as my mentor.I would next like to thank my colleagues at Carleton University who supported and aided me in this journey to complete my thesis. Jason Arnott, for always being there to help me or guide me in the conception, creation, and completion of my experimental study. Pierre Trudel, for always willing to lend a helping hand regardless of the amount of work to be done would manage to find the time to aid me with my study.I would like to thank Nipissing First Nation for the financial support through my graduate studies and my undergraduate degree. Without the support of my nation, I would not be where I am today and cannot begin to express the gratitude I have for allowing me to pursue higher education without having to burden myself with significant financial constraints.Finally, to my friends and family for their constant love and support over the past two years. Throughout this journey there inevitably was hard times and without the support of my friends and family, I may not have been able to make it to the end.

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A Comparison of CFRP Retrofitted Columns Under Lateral Impact Loads with Different Boundary Conditions

Zhou

Demartino

Xiao

2021

Lecture Notes in Civil Engineering

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Experimental and numerical study on the behavior of circular RC columns under impact loading

Cited by 13 publications

References 6 publications

Deterministic and Probabilistic Serviceability Assessment of Footbridge Vibrations due to a Single Walker Crossing

Deterministic and Probabilistic Serviceability Assessment of Footbridge Vibrations due to a Single Walker Crossing

The Lateral and Post-Impact Residual Lateral Strength of Reinforced Concrete Columns

A Comparison of CFRP Retrofitted Columns Under Lateral Impact Loads with Different Boundary Conditions

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