Field Testing of a Decommissioned Skewed Steel I–Girder Bridge: Analysis of System Effects

2015 ◽  
Vol 141 (1) ◽  
Author(s):  
Jennifer McConnell ◽  
Michael Chajes ◽  
Kervin Michaud
Keyword(s):  
Field Testing ◽  
Girder Bridge

scholarly journals Evaluating Reserve Strength of Girder Bridges Due to Bridge Rail Load Shedding

2021 ◽  
Author(s):  
Yao Wang ◽  
Mirela D. Tumbeva ◽  
Ashley P. Thrall
Keyword(s):  
Prestressed Concrete ◽  
Numerical Models ◽  
Field Testing ◽  
Load Shedding ◽  
Steel Girder ◽  
Girder Bridges ◽  
Steel Girder Bridges ◽  
Girder Bridge ◽  
Prestressed Concrete Girder Bridge ◽  
Reserve Strength

This research experimentally and numerically evaluated the reserve strength of girder bridges due to bridge rail load shedding. The investigation included: (1) performing non-destructive field testing on two steel girder bridges and one prestressed concrete girder bridge, (2) developing validated finite element numerical models, and (3) performing parametric numerical investigations using the validated numerical modeling approach. Measured data indicated that intact, integral, reinforced concrete rails participate in carrying live load. Research results culminated in recommendations to evaluate the reserve strength of girder bridges due to the participation of the rail, as well as recommendations for bridge inspectors for evaluating steel girder bridges subjected to vehicular collision.

Design and Field Testing of a First Continuous Slab-on-Girder Bridge with a Hybrid GFRP–Steel-Reinforced Bridge Deck in Canada

2020 ◽  
Vol 25 (8) ◽  
pp. 04020044 ◽  
Author(s):  
Omar I. Abdelkarim ◽  
Ehab A. Ahmed ◽  
Brahim Benmokrane ◽  
Marc-Antoine Loranger
Keyword(s):  
Bridge Deck ◽  
Field Testing ◽  
Continuous Slab ◽  
Girder Bridge

Field evaluation and model test of a composite wing-girder bridge

1987 ◽  
Vol 14 (6) ◽  
pp. 753-762 ◽  
Author(s):  
John E. Breen ◽  
Michael E. Kreger ◽  
Christopher D. White ◽  
Gordon C. Clark
Keyword(s):  
Prestressed Concrete ◽  
Load Transfer ◽  
Field Evaluation ◽  
Field Testing ◽  
Scale Model ◽  
Construction Monitoring ◽  
Service Load ◽  
Girder Bridge ◽  
High Level ◽  
Post Tensioned

This paper presents the key observations and conclusions from the evaluation of an innovative "loose-fit" composite, post-tensioned concrete wing-girder bridge proposed for an elevated interstate highway expansion in an urban environment. The evaluation program included both testing to destruction of a 1/2-scale model of a partial span as well as construction monitoring and field testing at service load levels of a full-scale prototype two-span bridge. Results of both construction measurements and loading tests were compared with analytical predictions. Laboratory tests showed the composite behavior of the wing-girder joint to be fully effective and a high level of load transfer between wings to be present. Recommendations for modification of the prototype design are made to improve constructibility, durability, structural performance, and economy. Key words: box girder, bridge, post-tensioned, prestressed concrete, reinforcement, stresses, temperature, tendons.

scholarly journals The Response of a Highly Skewed Steel I-Girder Bridge with Different Cross-Frame Connections

2021 ◽  
Vol 11 (4) ◽  
pp. 7349-7357
Author(s):  
Y. Almoosi ◽  
N. Oukaili
Keyword(s):  
Cross Sections ◽  
Fatigue Cracks ◽  
Field Testing ◽  
Element Model ◽  
Horizontally Curved ◽  
Live Loads ◽  
The Cross ◽  
Strength And Stiffness ◽  
Girder Bridge ◽  
The Individual

Braces in straight bridge systems improve the lateral-torsional buckling resistance of the girders by reducing the unbraced length, while in horizontally curved and skew bridges, the braces are primary structural elements for controlling deformations by engaging adjacent girders to act as a system to resist the potentially large forces and torques caused by the curved or skewed geometry of the bridge. The cross-frames are usually designed as torsional braces, which increase the overall strength and stiffness of the individual girders by creating a girder system that translates and rotates as a unit along the bracing lines. However, when they transmit the truck’s live load forces, they can produce fatigue cracks at their connections to the girders. This paper investigates the effect of using different details of cross-frames to girder connections and their impacts on girder stresses and twists. Field testing data of skewed steel girders bridge under various load passes of a weighed load vehicle incorporated with a validated 3D full-scale finite element model are presented in this study. Two types of connections are investigated, bent plate and pipe stiffener. The two connection responses are then compared to determine their impact on controlling the twist of girder cross-sections adjacent to cross-frames and also to mitigate the stresses induced due to live loads. The results show that the use of a pipe stiffener can reduce the twist of the girder’s cross-section adjacent to the cross-frames up to 22% in some locations. In terms of stress ranges, the pipe stiffener tends to reduce the stress range by 6% and 4% for the cross-frames located in the abutment and pier skew support regions respectively.

Cracking in a Curved, Reinforced Concrete Box Girder Bridge

2002 ◽  
Vol 5 (4) ◽  
pp. 231-239
Author(s):  
Yongda Fu ◽  
John T. DeWolf
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Field Testing ◽  
Element Model ◽  
Test Results ◽  
Shear Cracks ◽  
Element Analysis ◽  
Reinforced Concrete Bridge ◽  
Extensive Field ◽  
Girder Bridge

A study to monitor a multi-span reinforced concrete bridge was recently completed. The bridge is curved, with a non-prismatic three-cell box cross section. Extensive field testing was performed to evaluate the causes and effects of large shear cracks. Evaluation of the test results has shown that the distribution of strains in the bridge is significantly different from those assumed in design. This paper reports on the use of finite element analysis to assist in the evaluation of the behavior. Of prime interest has been the identification of the sources of the discrepancy between the test data and the design. This work shows that it is necessary to include concrete softening due to both shear and flexural cracking. The finite element model has also been used to demonstrate that the cracks were primarily the result of temperature differentials arising from the position of the sun during the normal daily cycle.

scholarly journals DAMAGE DETECTION OF SHEAR CONNECTORS IN BRIDGE STRUCTURES WITH TRANSMISSIBILITY IN FREQUENCY DOMAIN

2014 ◽  
Vol 14 (02) ◽  
pp. 1350061 ◽  
Author(s):  
JUN LI ◽  
HONG HAO ◽  
YONG XIA ◽  
HONG-PING ZHU
Keyword(s):  
Damage Detection ◽  
Frequency Domain ◽  
Concrete Slab ◽  
Experimental Studies ◽  
Measurement Data ◽  
Field Testing ◽  
Damage Level ◽  
Shear Connectors ◽  
Bridge Structures ◽  
Girder Bridge

Shear connectors are generally used to link the slab and girder together in slab-on-girder bridge structures. Damage of shear connectors in such structures will result in shear slippage between the slab and girder, which significantly reduces the load-carrying capacity of bridges. A damage detection approach based on transmissibility in frequency domain is proposed in this paper to identify the damage of shear connectors in slab-on-girder bridge structures with or without reference data from the undamaged structure. The transmissibility, which is an inherent system characteristic, indicates the relationship between two sets of response vectors in frequency domain. Measured input force and acceleration responses from hammer tests are analyzed to obtain the frequency response functions at the slab and girder sensor locations by the experimental modal analysis. The transmissibility matrix that relates the slab response to the girder response is then derived. By comparing the transmissibility vectors in undamaged and damaged states, the damage level of shear connectors can be identified. When the measurement data from the undamaged structure are not available, a study with only the measured response data in the damaged state for the condition assessment of shear connectors is also conducted. Numerical and experimental studies on damage detection of shear connectors linking a concrete slab to two steel girders are conducted to validate the accuracy and efficiency of the proposed approach. The results demonstrate that the proposed method can be used to identify shear connector damages accurately and efficiently. The proposed method is also applied to the condition evaluation of shear connectors in a real composite bridge with in-field testing data.

scholarly journals Evaluation of the Variation in Dynamic Load Factor Throughout a Highly Skewed Steel I-Girder Bridge

2021 ◽  
Vol 11 (3) ◽  
pp. 7079-7087
Author(s):  
Y. Almoosi ◽  
J. McConnell ◽  
N. Oukaili
Keyword(s):  
Dynamic Load ◽  
Three Dimensional ◽  
Field Testing ◽  
Traffic Load ◽  
Load Factor ◽  
Codes Of Practice ◽  
Tension And Compression ◽  
Skewed Supports ◽  
Girder Bridge ◽  
Dynamic Load Factor

The Dynamic Load Factor (DLF) is defined as the ratio between the maximum dynamic and static responses in terms of stress, strain, deflection, reaction, etc. DLF adopted by different design codes is based on parameters such as bridge span length, traffic load models, and bridge natural frequency. During the last decades, a lot of researches have been made to study the DLF of simply supported bridges due to vehicle loading. On the other hand, fewer works have been reported on continuous bridges especially with skew supports. This paper focuses on the investigation of the DLF for a highly skewed steel I-girder bridge, namely the US13 Bridge in Delaware State, USA. Field testing under various load passes of a weighed load vehicle was used to validate full-scale three-dimensional finite element models and to evaluate the dynamic response of the bridge more thoroughly. The results are presented as a function of the static and dynamic tensile and compressive stresses and are compared to DLF code provisions. The result shows that most codes of practice are conservative in the regions of the girder that would govern the flexural design. However, the DLF sometimes exceeds the code-recommended values in the vicinity of skewed supports. The discrepancy of the DLF determined based on the stress analysis of the present study, exceeds by 13% and 16% the values determined according to AASHTO (2002) for tension and compression stresses respectively, while, in comparison to BS5400, the differences reach 6% and 8% respectively.

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