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Author: Nathan Marshall Publisher: ISBN: Category : Bridges Languages : en Pages : 140
Book Description
This report includes information about the Tuttle Creek Bridge and a summary of its structural deficiencies. Details of the gage installation and load testing are provided. Stresses induced by the truck loadings are presented in addition to the inferences from the measurements taken.
Author: Nathan Marshall Publisher: ISBN: Category : Bridges Languages : en Pages : 140
Book Description
This report includes information about the Tuttle Creek Bridge and a summary of its structural deficiencies. Details of the gage installation and load testing are provided. Stresses induced by the truck loadings are presented in addition to the inferences from the measurements taken.
Author: Benjamin Anderson Publisher: ISBN: Category : Bridges Languages : en Pages : 88
Book Description
The Tuttle Creek Bridge (Bridge No. 16-81-2.24) was built in 1962. Like many older welded steel bridges, it has developed fatigue cracks. The majority of cracks were forming in the upper web-gap region. In addition, fatigue cracking was occurring along gusset plates in the structure. A retrofit was performed in 1986 to prevent further fatigue cracking. Unfortunately, the cracks propagated after the retrofit. Therefore, finite element models were created at the University of Kansas to investigate the continued fatigue cracking. The models supplied a more effective retrofit procedure that included attaching the connection stiffener to the upper flange of the girder. Two tests were planned to determine the effectiveness of the retrofit. The first field test occurred before the repair was started. Its purpose was to provide stress values in key areas for comparison after the repair. In addition, the pre-retrofit test provided information for future finite element models. In 2005, the second retrofit was completed. The purpose of this report is to present results of the post-retrofit test with data from the preretrofit test. Comparisons of stresses for each key area are included in the report. Details of the Tuttle Creek Bridge and testing procedure are provided. In addition, minor changes from the previous test are described.
Author: Jennilyn M. Vallejera Publisher: ISBN: Category : Bridges Languages : en Pages : 194
Book Description
The Galena Creek Bridge is a large structure with a unique design for Nevada. To capture and analyze the structure's behavior, a field research project was conducted with two objectives: 1) instrument the southern portion of Galena Creek Bridge's southbound structure, and 2) use analytical models to subdivide total strain measured at the bridge into components of load induced, time-dependent, and temperature-dependent strains. For the instrumentation plan, 108 instruments, each comprised of a strain gage and thermistor, were placed in seven cross sections in the arch and three cross sections in the deck. These instruments monitored the structure during construction from September 2008 to December 2010. Three analytical models utilized staged construction, time-dependent behavior of concrete, and global temperature change in the structure to quantify the contribution of load, time-dependent effects, and temperature-dependent effects on total strain. The analytical results showed temperature contribution to be insignificant in comparison to the contribution of time-dependent effects and load to total strain. Although temperature data from the thermistors gave readings and trends that were similar to the recorded temperatures at Galena Creek Bridge, strain ratios in the bridge varied from the analytical results from -0.20 to 269.8. Error ratios generally decreased as work progressed along the arch, and may be due to both UNR and the construction crews' familiarity with construction processes on the arch as time progressed. For both the arch and deck strain gages, the large error ratios may be attributed to strain caused by damage to instrumentation or cables during construction, faulty installation of the instrumentation, or the frequent power loss to the data collection system. With large error ratios, separating the temperature, time-dependent effects, and load-induced strains from the total strain data collected from Galena Creek Bridge was difficult. For future field projects, improvements regarding planning and protection for instrumentation will decrease the contribution of outside variables to total strain, and allow for comparisons between analytical model results and field data.
Author: Publisher: ISBN: Category : Bridges Languages : en Pages : 62
Book Description
This first report describes the results of a field study of the live load responses of a segmentally constructed prestressed concrete cable-stayed bridge. The main span of the test structure consists of twin box girders connected by delta frames. Known vehicular loadings were placed statically at various points along the bridge. Strains measured during this loading were compared with those obtained from a finite element model of the bridge. Strain trends predicted by the finite element model were in good agreement with the measured strain trends. Quantitative agreement was fair, at least in part because of the high stiffness of the bridge and the limitations on the magnitude of load that could be applied. The second report describes the results of a field study of the thermal responses of a cable-stayed bridge. Data were gathered from the I-295 James River Bridge, a precast segmental concrete bridge with a cable-stayed main span consisting of twin box girders connected by delta frames. The thermal gradient and associated thermal strains in the box girders and pylons were measured using an extensive array of thermocouples and strain-gaged reinforcing bars installed at selected locations in the main-span box girder and south pylon. The temperature and strain response data were compared with that predicted from detailed finite element models of the structure using both frame and plate elements. Comparison revealed a complex three-dimensional strain pattern dependent on the wind direction and the angle of solar incidence. Simplified beam element models were unable to predict many of the observed local variations in thermal strain, which are influenced by wind direction, solar heating direction, proximity to the web, and the existence of parapets monolithic with the deck. Three-dimensional finite element models appear to be more capable of predicting the kind of three-dimensional strains observed, but quantitative agreement with the observed thermal strains was limited at best.
Author: Nathan Marshall
Author: Nathan Marshall
Author: Benjamin Anderson
Author: Benjamin Anderson
Author: B. C. Massey
Author: G. R. Dempster
Author: Jennilyn M. Vallejera
Author: 
Author: 
Author: Ian C. Hodgson
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