Live-Load Testing of a Steel Cantilevered Deck Arched Pratt Truss Bridge

2015 ◽  
Author(s):  
Matt Laurendeau ◽  
Paul J. Barr ◽  
Arek Higgs ◽  
Marvin W. Halling
Keyword(s):  
Live Load ◽  
Load Testing ◽  
Live Load Testing ◽  
Truss Bridge

Live Load Testing of NEXT-D Bridges to Determine Distribution Factors for Moment

2020 ◽  
Vol 34 (4) ◽  
pp. 04020063
Author(s):  
Samuel Hess ◽  
Francis Filosa ◽  
Brandon E. Ross ◽  
Thomas E. Cousins
Keyword(s):  
Live Load ◽  
Load Testing ◽  
Live Load Testing

scholarly journals Live-Load Testing Application Using a Wireless Sensor System and Finite-Element Model Analysis of an Integral Abutment Concrete Girder Bridge

2014 ◽  
Vol 2014 ◽  
pp. 1-11 ◽  
Author(s):  
Robert W. Fausett ◽  
Paul J. Barr ◽  
Marvin W. Halling
Keyword(s):  
Load Distribution ◽  
Element Model ◽  
Live Load ◽  
Load Testing ◽  
Integral Abutment ◽  
Simply Supported ◽  
Live Load Testing ◽  
Girder Bridge ◽  
Live Load Distribution ◽  
Aashto Lrfd

As part of an investigation on the performance of integral abutment bridges, a single-span, integral abutment, prestressed concrete girder bridge near Perry, Utah was instrumented for live-load testing. The live-load test included driving trucks at 2.24 m/s (5 mph) along predetermined load paths and measuring the corresponding strain and deflection. The measured data was used to validate a finite-element model (FEM) of the bridge. The model showed that the integral abutments were behaving as 94% of a fixed-fixed support. Live-load distribution factors were obtained using this validated model and compared to those calculated in accordance to recommended procedures provided in the AASHTO LRFD Bridge Design Specifications (2010). The results indicated that if the bridge was considered simply supported, the AASHTO LRFD Specification distribution factors were conservative (in comparison to the FEM results). These conservative distribution factors, along with the initial simply supported design assumption resulted in a very conservative bridge design. In addition, a parametric study was conducted by modifying various bridge properties of the validated bridge model, one at a time, in order to investigate the influence that individual changes in span length, deck thickness, edge distance, skew, and fixity had on live-load distribution. The results showed that the bridge properties with the largest influence on bridge live-load distribution were fixity, skew, and changes in edge distance.

Recent Experience with High-Performance Concrete Jointless Bridges in Tennessee

2003 ◽  
Vol 1845 (1) ◽  
pp. 104-114
Author(s):  
David J. Knickerbocker ◽  
Prodyot K. Basu ◽  
Mark A. Holloran ◽  
Edward P. Wasserman
Keyword(s):  
High Performance ◽  
Performance Monitoring ◽  
High Performance Concrete ◽  
Thermal Response ◽  
Load Test ◽  
Recent Experience ◽  
Load Testing ◽  
Codes Of Practice ◽  
Jointless Bridges ◽  
Live Load Testing

Experimental and analytical studies of two high-performance concrete (HPC) jointless bridges with integral abutments built in Tennessee as part of the FHWA’s nationwide initiative to implement HPC in bridge structures are presented. Performance of the two bridges is observed through all stages of construction and service to date, via material testing, bridge instrumentation for both short- and long-term performance monitoring, and live-load testing. The up-to-date observed performance of the bridges reveals the success of such bridge construction. Local contractors were found to be capable of producing concrete to meet increased requirements in strength and durability parameters. In addition, new insights were derived about HPC behavior in such applications, identifying the areas requiring updating of current practice. Load test data revealed that load distribution among the girders is in marked difference from codes of practice. Thermal response of the bridges indicated longitudinal flexibility offered by the jointless construction.

scholarly journals Study on elastic deformation calculation method of a composite-metal hybrid assembling stringed truss bridge

2019 ◽  
Vol 275 ◽  
pp. 02017 ◽  
Author(s):  
Zigang Zeng ◽  
Li Chen ◽  
Dong Zhao ◽  
Mao Haifeng ◽  
Zhang Dongdong ◽  
...  
Keyword(s):  
Calculation Method ◽  
Live Load ◽  
Truss Bridges ◽  
Steel Bar ◽  
Calculation Results ◽  
New Type ◽  
The Difference ◽  
Steel Sleeve ◽  
Truss Bridge ◽  
Bolt Connection

A composite-metal hybrid assembling stringed truss bridge which based on pre-tightened tooth connection can make full use of the strength of the FRP fiber in the direction of the fiber, and is of higher bearing capacity than the FRP truss bridges with traditional adhesive or bolt connection. However, whether the calculation method of FRP truss bridge with traditional bondingor bolt connection is suitable for this new type of bridge needs to be researched because of the difference on the structural form and connection mode. In order to obtain the suitable method of this kind of bridge, a new method for calculating live load deformation which consider the influence of end of the steel bar sleeve of rod stiffness was established in this paper; the deformation experiment of truss bridge was carried out. The experiment and calculation results show: compared with the calculation method of the live load deformation of the traditional FRP truss bridge, the calculation method of live load deformation considering the effect of the steel sleeve on the end of the rod is in good agreement with the live load deformation obtained by the experiment; the calculation method of inelastic deflection has also been verified by the experimental results.

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