Structural Performance of Bridges in the Offshore Maule Earthquake of 27 February 2010

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 533-552 ◽  
Author(s):  
Ian Buckle ◽  
Matias Hube ◽  
Genda Chen ◽  
Wen-Huei Yen ◽  
Juan Arias
Keyword(s):  
Failure Modes ◽  
Highway Bridges ◽  
Ground Movement ◽  
Structural Performance ◽  
Plane Rotation ◽  
Skewed Bridges ◽  
Historic Masonry ◽  
Shear Keys ◽  
Maule Earthquake ◽  
Low Incidence

Of the nearly 12,000 highway bridges in Chile, approximately 300 were damaged in this earthquake, including 20 with collapsed spans. Typical failure modes include damage to connections between super- and substructures, unseating of spans in skewed bridges due to in-plane rotation, and unseated spans with some column damage due to permanent ground movement. Unusual failure modes include unseating of spans in straight bridges due to in-plane rotation, plate girder rupture due to longitudinal forces, scour and pier damage due to tsunami action, and collapse of a historic masonry bridge. The most common damage mode was the failure of super-to-substructure connections (shear keys, steel stoppers, and seismic bars), which is the most likely reason for the low incidence of column damage. Whereas the fuse-like behavior of these components is believed to have protected the columns, the lack of adequate seat widths led to the collapse, or imminent collapse, of many superstructures.

Evolution of seismic design codes of highway bridges in Chile

2021 ◽  
pp. 875529302098801
Author(s):  
José Wilches ◽  
Hernán Santa Maria ◽  
Roberto Leon ◽  
Rafael Riddell ◽  
Matías Hube ◽  
...  
Keyword(s):  
Seismic Design ◽  
Failure Modes ◽  
Highway Bridges ◽  
Design Codes ◽  
Seismic Codes ◽  
Analysis And Design ◽  
Residual Displacements ◽  
Shear Keys ◽  
Maule Earthquake ◽  
2010 Maule Earthquake

Chile, as a country with a long history of strong seismicity, has a record of both a constant upgrading of its seismic design codes and structural systems, particularly for bridges, as a result of major earthquakes. Recent earthquakes in Chile have produced extensive damage to highway bridges, such as deck collapses, large transverse residual displacements, yielding and failure of shear keys, and unseating of the main girders, demonstrating that bridges are highly vulnerable structures. Much of this damage can be attributed to construction problems and poor detailing guidelines in design codes. After the 2010 Maule earthquake, new structural design criteria were incorporated for the seismic design of bridges in Chile. The most significant change was that a site coefficient was included for the estimation of the seismic design forces in the shear keys, seismic bars, and diaphragms. This article first traces the historical development of earthquakes and construction systems in Chile to provide a context for the evolution of Chilean seismic codes. It then describes the seismic performance of highway bridges during the 2010 Maule earthquake, including the description of the main failure modes observed in bridges. Finally, this article provides a comparison of the Chilean bridge seismic code against the Japanese and United States codes, considering that these codes have a great influence on the seismic codes for Chilean bridges. The article demonstrates that bridge design and construction practices in Chile have evolved substantially in their requirements for the analysis and design of structural elements, such as in the definition of the seismic hazard to be considered, tending toward more conservative approaches in an effort to improve structural performance and reliability for Chilean bridges.

Seismic behavior of reinforced concrete sacrificial exterior shear keys of highway bridges

2017 ◽  
Vol 139 ◽  
pp. 59-70 ◽  
Author(s):  
Qiang Han ◽  
Yulong Zhou ◽  
Yuchen Ou ◽  
Xiuli Du
Keyword(s):  
Reinforced Concrete ◽  
Seismic Behavior ◽  
Highway Bridges ◽  
Shear Keys

Structural Performance of Typical Beam-Column Joints in Yingxian Wood Pagoda - An Experimental Study

2012 ◽  
Vol 517 ◽  
pp. 669-676 ◽  
Author(s):  
Zhi Yong Chen ◽  
En Chun Zhu ◽  
Jing Long Pan ◽  
Guo Fang Wu
Keyword(s):  
Failure Modes ◽  
Least Square Method ◽  
Vital Role ◽  
Least Square ◽  
Shanxi Province ◽  
Structural Performance ◽  
Vertical Load ◽  
Loading Test ◽  
Ancient Wood ◽  
Non Destructive

Yingxian Wood Pagoda, built in 1056, is located in the town of Yingxian County, Shanxi Province, China. It is the oldest and highest standing ancient wood structure in China. The pagoda is octagon-shaped in plan, with a total height of 67.31m and a base diameter of 30.27m. It appears as a five-storeyed structure, but actually consists of nine storeys, with four shorter but stiffer storeys hidden between the five apparent storeys. Yingxian Wood Pagoda was built without any metal connectors like nail, screw, or bolt. Instead, Tenon-Mortise connections and Dou-Gong brackets were used to connect all posts and beams. Tenon-Mortise connections and Dou-Gong brackets have been playing a vital role for the pagoda to resist severe winds, earthquakes and some human-induced disasters for nearly a thousand years. To evaluate the safety of the pagoda, it is, therefore, useful to investigate the structural performance of the beam-column joints, most important for Yingxian Wood Pagoda to resist lateral load. In this study, two models of typical beam-column joints of the pagoda, MBCJ-I and MBCJ-II, were manufactured following a ratio of 3.4 to the prototype of the joints. Non-destructive cyclic loading test of the models under different vertical load and destructive cyclic test of the models under vertical load of 20kN were conducted. The hysteretic stiffness of MBCJ-I was lager than MBCJ-II, and increased linearly with vertical load N. The relationship between and N was obtained by regression of the test results using the least square method. The stiffness of model joint under vertical load was 70.6kN/mm. The failure modes, energy-dissipation performance, moment resistance and bending stiffness of both model joints were derived and discussed.

Seismic Capacity Evaluation of Exterior Shear Keys of Highway Bridges

2017 ◽  
Vol 22 (2) ◽  
pp. 04016119 ◽  
Author(s):  
Qiang Han ◽  
Yu-Long Zhou ◽  
Zi-Lan Zhong ◽  
Xiu-Li Du
Keyword(s):  
Highway Bridges ◽  
Seismic Capacity ◽  
Capacity Evaluation ◽  
Shear Keys

Influence of the use of external shear keys on the seismic behavior of Chilean highway bridges

2017 ◽  
Vol 147 ◽  
pp. 613-624 ◽  
Author(s):  
José de Jesús Wilches Están ◽  
Hernán Santa María ◽  
Rafael Riddell ◽  
Carlos Arrate
Keyword(s):  
Seismic Behavior ◽  
Highway Bridges ◽  
Shear Keys

scholarly journals EXPERIMENTAL COMPRESSION TESTS OF COLD-FORMED STEEL (CFS) TO VERIFY ITS CODE-BASED STRENGTH

2021 ◽  
Vol 10 (2) ◽  
Author(s):  
Bernardo Lejano ◽  
James Matthew De Jesus ◽  
Arvin Patrick Yu
Keyword(s):  
Axial Compression ◽  
High Speed ◽  
Failure Modes ◽  
Weight Ratio ◽  
The Philippines ◽  
Structural Performance ◽  
Computational Aspect ◽  
Compression Tests ◽  
Flexural Buckling ◽  
Cold Formed Steel

Cold-Formed Steel (CFS) is a good construction material because of its high strength-to-weight ratio, that is, it exhibits efficient load carrying capabilities in combination with its lightweight characteristics. Although CFS is already being used in construction, information on structural performance of locally-produced CFS in the Philippines is scarce. To date, the authors have not found any experimental study done in the Philippines regarding the structural performance of locally-produced CFS. In this study, C-section and Z-section are being studied since these members exhibit buckling failures that may be difficult to predict due to complexity of their section geometry. The objective of this paper is to present the performance of these CFS sections when subjected to concentric axial compression both experimentally and computationally. For the experimental part, the CFS members were subjected to axial compression using a hydraulic jack. High-speed video cameras were used to capture the different failure modes. For the computational aspect, provisions found in the National Structural Code of the Philippines (NSCP) were used to calculate the compression strength of the members. A total of 80 C-section specimens with 5 different lengths and 5 different thicknesses were tested. It was found that the strength calculations using the NSCP provisions were not consistent with the results of the compression tests. For shorter lengths, distortional buckling prevailed as the main failure, while for longer lengths, torsional-flexural buckling occurred. All of the predicted strengths were highly conservative. For the Z-section, a total of 180 specimens with 6 different lengths and 6 different thicknesses were tested. Torsional-flexural buckling was observed in majority of the specimens. Although most of the failure modes were predicted correctly, it was found that the predicted strengths using the NSCP were relatively high compared to the experimental results, thus non-conservative. Finite Element Method (FEM) analyses using ANSYS were conducted. Findings indicate that the experiment results agreed well with the FEM results.

scholarly journals The Failure of Masonry Walls by Disaggregation and the Masonry Quality Index

Heritage ◽  
2020 ◽  
Vol 3 (4) ◽  
pp. 1162-1198
Author(s):  
Antonio Borri ◽  
Marco Corradi ◽  
Alessandro De Maria
Keyword(s):  
Quality Index ◽  
Failure Modes ◽  
Structural Response ◽  
Theoretical Models ◽  
Masonry Walls ◽  
Wall Panel ◽  
Seismic Capacity ◽  
Structural Behaviour ◽  
Historic Masonry ◽  
Type Of Failure

The visual method for assessment of the structural behaviour of historic masonry walls, known by the acronym MQI (Masonry Quality Index) was introduced in 2002 by a team of researchers from the University of Perugia, Italy. This is based on a visual survey of the faces and the cross section of a wall panel, and it aims at verifying if a wall complies with the “rules of the art”. Based on this analysis, it is possible to calculate a numerical index: numerous tests, carried out on site by the authors to validate the method, have demonstrated that the index is able to provide useful information about the mechanical characteristics and structural response, in general, of the analysed wall panel. The failure mode of a wall panel under the action of an earthquake is a critical aspect. In general, the failure modes can be categorized in two classes: masonry disaggregation and the development of a local or global mechanism of wall elements (macroelements). Several theoretical models and numerical simulations only consider the latter. In this paper, application of the MQI method is further investigated, with particular emphasis to those masonry typologies which are more prone to collapse by disaggregation during a seismic event. Under the action of an earthquake, some types of masonry are typically unable to deform and to split in macroelements, and another type of failure occurs: this is the so-called “masonry disaggregation” or “masonry crumbling”. This type of failure anticipates the ones resulting from macroelement methods or stress analysis. As a conclusion, these latter methods become completely inappropriate and potentially hazardous, as they overestimate the seismic capacity of the building under investigation. The MQI method has been adapted to assess the structural response of different types of masonry under the action of an earthquake. In detail, the aim was to verify when the phenomenon of masonry disaggregation is likely to occur.

New technique for self-centering shear keys in highway bridges

2022 ◽  
Vol 250 ◽  
pp. 113395
Author(s):  
José Wilches ◽  
Roberto Leon ◽  
Hernán Santa María ◽  
Claudio Fernández ◽  
José I. Restrepo
Keyword(s):  
Highway Bridges ◽  
New Technique ◽  
Shear Keys

Integrity Assessment of Post-Peak-Moment Wrinkles

2016 ◽  
Author(s):  
Ming Liu ◽  
Yong-Yi Wang ◽  
Millan Sen ◽  
Peter Song
Keyword(s):  
Longitudinal Strain ◽  
Failure Modes ◽  
High Strain ◽  
Compressive Strain ◽  
Local Strain ◽  
Fatigue Loading ◽  
Ground Movement ◽  
Negative Consequences ◽  
Integrity Assessment ◽  
Nominal Strain

For a pipeline experiencing a ground movement event, high longitudinal strain can be developed in the pipe longitudinal direction. When prerequisite requirements are met, ASME B31.4 allows up to 2% (nominal) longitudinal strain in a pipe. However, such high strain may be beyond the compressive strain capacity (CSC) of the pipe which is defined as the compressive strain corresponding to the maximum bending moment. Furthermore, wrinkles are usually formed at such a high strain level. Excessive local strain can accumulate around the wrinkles when the nominal strain goes beyond the CSC which can lead to significant wrinkle growth or even tearing of the pipe wall. Therefore, integrity of the pipes containing post-peak-moment wrinkles need to be assessed in order to confirm that the 2% nominal strain permitted in the ASME codes can be safely tolerated. A number of failure modes are possible. Firstly, a pipe must be capable of tolerating the nominal strain up to 2% under static loading without leak or rupture. Secondly, if a buckle or wrinkle is formed in the initial event of ground movement and no leak or rupture occurs, the buckle or wrinkle can be subjected to fatigue loading during the continued operation of the pipeline. The pipe should have sufficient remaining life till the anomalies are discovered (through inline inspection, for example) and mitigated. The fatigue loading can come from fluctuations in operation pressure, temperature, and/or other sources. In this paper, the immediate and long-term integrity of selected pipelines were assessed. The work has demonstrated that for the selected pipelines: (1) all lines meet the prerequisite conditions outlined in ASME B31.4 for the nominal strain limit up to 2%; (2) all lines are capable of tolerating nominal longitudinal strain up to 2% without immediate negative consequences; (3) for the wrinkles corresponding to nominal strain up to 2%, the wrinkles are expected to have finite fatigue lives and intervention within 5 to 7 years should be sufficient to prevent fatigue failures; and (4) locating and mitigating wrinkles corresponding to nominal longitudinal strain greater than 2% after a ground movement event may be necessary to ensure the safety of the pipelines.

Analytical Solution for Skewed Bridges

2011 ◽  
Vol 243-249 ◽  
pp. 1518-1521 ◽  
Author(s):  
Pang Jo Chun ◽  
Gong Kang Fu
Keyword(s):  
Analytical Solution ◽  
Fem Analysis ◽  
Highway Bridges ◽  
Distribution Factor ◽  
Skewed Bridges ◽  
State Highway ◽  
Routine Design ◽  
Truck Loading ◽  
Numerical Finite Element ◽  
Truck Load

In this paper, we report on an analytical solution for beam-type skewed highway bridges subjected to truck loading. To confirm the analysis derivation and the solution obtained, the moment and shear responses to the design truck load are acquired using the analytical method for a number of typical US highway bridges and compared with those from numerical finite element method (FEM) analysis. In addition, the lateral distribution factors for moment and shear used in routine design are investigated based on comparison of the analytical approach and FEM. The analytical solution is shown in good agreement with the FEM result. Furthermore, the relevant provisions in the American Association of State Highway Transportation Officials' (AASHTO's) LRFD Bridge Design Specifications are also discussed here for comparison. It is observed that the design code specified load distribution factor may not predict well, especially for shear and/or severe skew.

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