Relevant bibliographies by topics / Steel girder structural tests

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Academic literature on the topic 'Steel girder structural tests'

Author: Grafiati
Published: 4 June 2021
Last updated: 6 February 2022

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Journal articles on the topic "Steel girder structural tests"

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McEwen, Everett, and George Tsiatas. "Use of Fatigue Fuses for Prediction of Fatigue Life of Steel Bridges." Transportation Research Record: Journal of the Transportation Research Board 1544, no. 1 (January 1996): 71–78. http://dx.doi.org/10.1177/0361198196154400109.

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The fatigue fuse is a device for predicting the fatigue life of steel highway bridge members when the bridge is subject to variable loads. The fuse is calibrated so that the cracking of each of its four legs can be related to damage in the structure. In a preliminary laboratory study, fatigue fuses are attached to eight steel girders, selected to represent three types of structural details found in existing highway bridges. The fuses are cemented to the girders and the girders subjected to a constant-amplitude fatigue loading. Cracking of the fatigue fuses is monitored by checking electrical continuity across each fuse leg. Tests are continued until girder failure or until all fuse legs are broken and the mean fatigue life of the girder as predicted by AASHTO is reached. The breaking of the fuse legs is used to predict the fatigue life of each girder, which is then compared with the actual cycles to failure of the girder and the AASHTO mean life. The prediction gives satisfactory agreement with the AASHTO mean life in four of the tests. In two tests, the predictions vary significantly from the AASHTO mean life. Although several critical issues remain (such as adapting the fatigue fuse to the environment of a real bridge and conducting tests on a statistically valid sample), the results of this feasibility study indicate that the fuse could be a valuable tool for highway bridge inspection.
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Stallings, J. M., T. E. Cousins, and T. E. Stafford. "Effects of Removing Diaphragms from Steel Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1541, no. 1 (January 1996): 183–88. http://dx.doi.org/10.1177/0361198196154100124.

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Many multigirder steel bridges built before the 1980s are experiencing distortion-induced fatigue cracking at diaphragm-girder connections. A means of eliminating the cyclic stresses that cause those fatigue problems is to remove the interior diaphragms (diaphragms not at the girder supports). The effects of removing all interior channel diaphragms from an existing simple-span bridge with rolled-steel girders were evaluated based on field measurements of girder stresses and deflections made before and after the diaphragms were taken out. Results from tests with trucks of known weight indicate that removing the diaphragms resulted in increases between 6 and 15 percent in the maximum bottom flange stresses experienced by the most heavily loaded girder. Results for loading by trucks of unknown weight in normal traffic indicate that the most heavily loaded girder may carry up to 17 percent more load as a result of removing the diaphragms.
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Saraf, Vijay K., and Andrzej S. Nowak. "Field Evaluation of Steel Girder Bridge." Transportation Research Record: Journal of the Transportation Research Board 1594, no. 1 (January 1997): 140–46. http://dx.doi.org/10.3141/1594-15.

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The objective of the study was to verify the load-carrying capacity of an existing steel girder bridge. The selected structure was a 70-year-old deteriorated bridge in Michigan. The load-carrying capacity of the bridge was in question because of extensive corrosion of the steel girders. An initial rating indicated that the bridge had a marginal operating rating factor for 11-axle two-unit trucks, which are the heaviest vehicles allowed in Michigan. To avoid the load limit posting, it was decided that investigators would verify by nondestructive testing whether the bridge is safe to carry normal truck traffic. The test procedures used on the selected bridge included tests for obtaining stress histogram measurements and weigh-in-motion measurements and a proof load test. The methodology and the results are described.
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Korol, R. M., E. G. Thimmhardy, and M. S. Cheung. "An experimental investigation of the effects of imperfections on the strength of steel box girders." Canadian Journal of Civil Engineering 15, no. 3 (June 1, 1988): 443–49. http://dx.doi.org/10.1139/l88-060.

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As part of a major study, an experimental box girder having nominally identical cantilever sections was constructed to model the geometry of a pier girder of the Hunt Club–Rideau Bridge structure in Ottawa. The one-fourth scale model did not, however, replicate the varying depth of the prototype. The objective was to determine whether a deliberate reduction in the gross heat input for welds attaching longitudinal stiffeners to the flange plates for one end of the girder (and hence would incur reduced plate distortions and residual stresses) could augment the carrying capacity of a statically loaded box girder. In fact, the results from the two tests are such as to suggest that inward bent transverse stiffeners may account for a greater reduction in strength than do the imperfections of local plate panels of compression flanges. Key words: box girders, bridges, experiments, geometric imperfections, residual stresses, strength, structural steel.
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Mufti, Aftab A., Leslie G. Jaeger, Baidar Bakht, and Leon D. Wegner. "Experimental investigation of fibre-reinforced concrete deck slabs without internal steel reinforcement." Canadian Journal of Civil Engineering 20, no. 3 (June 1, 1993): 398–406. http://dx.doi.org/10.1139/l93-055.

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It is now well established that concrete deck slabs of slab-on-girder bridges subjected to concentrated loads develop an internal arching system provided that certain conditions of confinement of the concrete are met. Because of this arching system, the deck slab, being predominantly in compression, fails in punching shear rather than in flexure. This aspect of deck slab behaviour, coupled with the corrosion problems associated with steel reinforcement in concrete, has prompted the authors to investigate the feasibility of fibre-reinforced concrete decks that are entirely devoid of steel. Through tests on a small number of half-scale models, it has been established that fibre-reinforced concrete slab with inexpensive non-ferrous fibres is indeed feasible, provided that the top flanges of the steel girders are connected just below the deck by transverse steel straps and the concrete deck is joined to the girders and diaphragms by shear connectors. The straps and shear connectors together provide the restraint necessary for development of the internal arching system in the slab, whilst the fibres control cracking due to the effects of shrinkage and temperature in the concrete. This paper describes the exploratory model tests and presents their results. Key words: deck slab, fibre-reinforced concrete, internal arching, punching shear, slab-on-girder bridge.
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Motak, Jan, and Josef Machacek. "EXPERIMENTAL BEHAVIOUR OF COMPOSITE GIRDERS WITH STEEL UNDULATING WEB AND THIN‐WALLED SHEAR CONNECTORS HILTI STRIPCON." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 10, no. 1 (March 31, 2004): 45–49. http://dx.doi.org/10.3846/13923730.2004.9636285.

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Two tests of real‐size composite steel and concrete girders are described. The girders had spans 7,5 m, thin‐walled undulating webs (WT girders) and concrete deck 120/1500 mm concreted into profile steel sheeting TR 60/235/0,75. Thin‐walled shear connectors Hilti Stripcon were used and fastened via powder actuated fasteners. Setup of the tests, relevant instrumentation and measuring procedure are presented. The girder tests supplemented large series of push tests of connectors Stripcon performed at CTU in Prague. One of the composite girders was designed with full‐shear connection while the second one with extremely low partial shear connection (44 %). Simple preliminary linear calculations proved that experimental strength capacities of the girders are in good agreement with the calculated values, however, the deflection are due to flexibility of the connectors higher. Buckling shear capacity of the undulating webs in both tests was higher than shear at collapse of the girders. Another test dealing with interaction of web buckling in shear and Stripcon shear connection is under progress. Comparison of theoretical and experimental results is performed and recommendations for practical design are presented.
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Bakht, Baidar, and Tharmalingham Tharmabala. "Steel–wood composite bridges and their static load response." Canadian Journal of Civil Engineering 14, no. 2 (April 1, 1987): 163–70. http://dx.doi.org/10.1139/l87-028.

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The proposed steel–wood composite bridges incorporate longitudinal steel girders which are composite with wood deckings consisting of longitudinal laminates. The laminated decking is usually transversely prestressed. By orienting the laminates longitudinally, advantage can be taken in longitudinal bending of the dominant modulus of elasticity of wood. The paper shows that the load-carrying capacity of an existing slab-on-girder bridge with steel girders and deteriorated noncomposite concrete deck slab can be considerably enhanced by using the proposed system. The paper presents results of static load tests on two types of shear connector, some composite beams, and half-scale model of a bridge. Test data confirm the effectiveness of the composite system. Key words: bridges, composite bridges, steel–wood composite bridges, laminated wood decks, shear connectors, composites.
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Woźniczka, Piotr. "Experimental Study of Lateral-Torsional Buckling of Class 4 Beams at Elevated Temperature." Materials 14, no. 17 (August 25, 2021): 4825. http://dx.doi.org/10.3390/ma14174825.

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The results of experimental research on lateral-torsional buckling of steel plate girders with slender web subjected to fire conditions are presented in this paper. The scope of the research covers four girders, three of which have been tested under high temperature conditions. The fourth girder has been used to determine the critical load resulting in lateral-torsional buckling of the considered element at room temperature. All the considered elements had identical cross sections and lengths; however, they differed in external temperatures applied and magnitude of measured geometrical imperfections. It has to be highlighted, that the experiments have been conducted subject to the anisothermal conditions, taking into account the uneven distribution of temperature in the cross section. An approach of this type represents a more accurate modelling of the structural component behaviour, when subjected to fire, as compared to the experiments conducted under isothermal conditions. Complete information on the development of research stand, conduct and results of particular tests are presented in this paper. The temperature–time curves for girder components, results of imperfection measurements and mechanical properties of steel are presented. The obtained critical temperatures and graphs of girder top flange horizontal deflection versus temperature are also included. The computer models developed for analysed girders are described in the paper as well. The results obtained with these models have been compared with experimental results. The computational models validated in this way constitute a basis for further parametric studies of lateral-torsional buckling in the domain of steel plate girders with slender web when subjected to fire conditions.
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Yu, Haiyan, Fuyou Xu, Mingjie Zhang, and Aoqiu Zhou. "Experimental Investigation on Glaze Ice Accretion and Its Influence on Aerodynamic Characteristics of Pipeline Suspension Bridges." Applied Sciences 10, no. 20 (October 14, 2020): 7167. http://dx.doi.org/10.3390/app10207167.

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Pipeline suspension bridges may experience ice accretion under special atmospheric conditions, and the aerodynamic characteristics of the bridges may be modified by the ice accretion. Under some specific climatic conditions of freezing rain, the dependencies of the ice size and shape on the icing duration and some structural properties (including pipeline diameter, inclination angle of wind hanger, inclination angle and size of section steel, and girder geometry) were experimentally investigated in a refrigerated precipitation icing laboratory. Typical ice accretions on pipelines, wind hangers, section steels, and girders of pipeline suspension bridges are summarized. Then the effects of some selected ice accretions on aerodynamic force coefficients of a bridge girder were further investigated through wind tunnel tests. The ice size and shape on the pipeline were closely related to the pipeline diameter and icing duration. The engineering geometric models of ice accretion on pipelines were extracted. The ice shape and size on wind hangers and section steels changed with their inclination angles. The aerodynamic force coefficients of a girder with ice accretion were much higher than those of an ice-free one. The results can provide references for simulating the ice accretion and further evaluating the effect of ice accretion on the aerodynamics of pipeline suspension bridges.
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Leeuwen, Joost van, and Perry Adebar. "Full-scale test of concrete-steel hybrid bridge girders." Canadian Journal of Civil Engineering 25, no. 1 (January 1, 1998): 96–103. http://dx.doi.org/10.1139/l97-055.

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A full-scale laboratory test was conducted on a unique hybrid bridge girder with a reinforced concrete web and steel flanges. Half-width precast concrete deck panels were compositely attached to the top steel flange of a 17.1 m long hybrid girder to construct a "half-bridge" that was tested to study the service load behaviour and the behaviour under increasing load until failure. It was observed that the concrete web of the hybrid girder cracked because of the combination of dead weight and restrained shrinkage. Under the service loads, the concrete web had numerous closely spaced cracks that were reasonably well controlled - the maximum crack width was 0.20 mm. Although there was significant diagonal cracking in the web of the girder, the ultimate behaviour was dominated by flexure. This paper presents the methods used to construct and test the half-bridge, and a summary of the important results. A companion paper presents a detailed analysis and discussion of the test results. Key words: bridges, composite, cracking, girder, hybrid, reinforced concrete, structural design, tests.
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Dissertations / Theses on the topic "Steel girder structural tests"

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Gibbons, Craig. "The strength of biaxially loaded beam-columns in flexibly connected steel frames." Thesis, University of Sheffield, 1991. http://etheses.whiterose.ac.uk/14765/.

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This thesis describes the experimental appraisal of a series of 10 'non-sway' steel column subassemblages, each comprising a 6m long column with up to three 1.5m long beams, together with two full-scale 3 storey, 2 bay, single span, non-sway steel frames (typical overall dimensions 9m x 10m x 3.5m). The subassemblages tests were conducted in the Department of Civil and Structural Engineering at the University of Sheffield whilst the much larger frame tests were carried out at the Building Research Establishment. In all cases, the beam and column elements were connected using 'simple' bolted steelwork connections. The aim was to investigate the effect of the inherent rotational stiffness (semi-rigid characteristics) of such connections on the behaviour of steel frames in which the columns were loaded biaxially and were not restricted to in-plane deformation. The appraisal of the results from these experiments clearly shows that the stiffness of even the most modest connection can have a significant influence on the distribution of bending moments, the ultimate column capacity and deflection of frame members. The experimental data were subsequently used to validate the predictions of a sophisticated finite-element computer program which was developed specifically to analyse 3-dimensional column subassemblages employing semi-rigid connections. This thesis documents this validation and reports the findings of an extensive parametric study which was then conducted to investigate the influence of semi-rigid connection behaviour on a wide range of subassemblage configurations. Comparisons with the experimentally observed and analytically predicted ultimate capacities of the subassemblage and frame tests showed that 'commonly used' methods of frame design are unduly conservative. The author has therefore proposed a number of design approaches for both ultimate and serviceability limit state loading conditions which take into account the inherent benefits of semi-rigid joint action.
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Pockels, Leonardo A. "Live-Load Test and Computer Modeling of a Pre-Cast Concrete Deck, Steel Girder Bridge, and a Cast-in-Place Concrete Box Girder Bridge." DigitalCommons@USU, 2009. https://digitalcommons.usu.edu/etd/508.

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The scheduled replacement of the 8th North Bridge, in Salt Lake City, UT, presented a unique opportunity to test a pre-cast concrete deck, steel girder bridge. A live-load test was performed under the directions of Bridge Diagnostic Inc (BDI) and Utah State University. Six different load paths were chosen to be tested. The recorded data was used to calibrate a finite-element model of this superstructure, which was created using solid, shell, and frame elements. A comparison between the measured and finite-element response was performed and it was determined that the finite-element model replicated the measured results within 3.5% of the actual values. This model was later used to obtain theoretical live-load distribution factors, which were compared with the AASHTO LRFD Specifications estimations. The analysis was performed for the actual condition of the bridge and the original case of the bridge, which included sidewalks on both sides. The comparison showed that the code over predicted the behavior of the actual structure by 10%. For the original case, the code's estimation differed by as much as 45% of the theoretical values. Another opportunity was presented to test the behavior of a cast-in-place concrete box girder bridge in Joaquin County, CA. The Walnut Grove Bridge was tested by BDI at the request of Utah State University. The test was performed with six different load paths and the recorded data was used to calibrate a finite-element model of the structure. The bridge was modeled using shell elements and the supports were modeled using solid elements. The model was shown to replicate the actual behavior of the bridge to within 3% of the measured values. The calibrated model was then used to calculate the theoretical live-load distribution factors, which allowed a comparison of the results with the AASHTOO LRFD Specifications equations. This analysis was performed for the real conditions of the bridge and a second case where intermediate diaphragms were not included. It was determined that the code's equations estimated the behavior of the interior girder more accurately for the second model (within 10%) than the real model of the bridge (within 20%).
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Vora, Hitesh Yu Cheng. "Shear wall tests and finite element analysis of cold-formed steel structural members." [Denton, Tex.] : University of North Texas, 2008. http://digital.library.unt.edu/permalink/meta-dc-9726.

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Linzell, Daniel Gattner. "Studies of a full-scale horizontally curved steel I-girder bridge system under self-weight." Diss., Georgia Institute of Technology, 1999. http://hdl.handle.net/1853/18342.

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Gull, Jawad H. "Comprehending Performance of Cross-Frames in Skewed Straight Steel I-Girder Bridges." FIU Digital Commons, 2014. http://digitalcommons.fiu.edu/etd/1128.

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The effects of support in steel bridges can present significant challenges during the construction. The tendency of girders to twist or layovers during the construction can present a particularly challenging problem regarding detailing cross-frames that provide bracing to steel girders. Methods of detailing cross-frames have been investigated in the past to identify some of the issues related to the behavior of straight and skewed steel bridges. However, the absence of a complete and simplified design approach has led to disputes between stakeholders, costly repairs and delays in the construction. The main objective of this research is to develop a complete and simplified design approach considering construction, fabrication and detailing of skewed bridges. This objective is achieved by comparing different detailing methods, understanding the mechanism by which skew effects develop in steel bridges, recommending simplified methods of analysis to evaluate them, and developing a complete and simplified design procedure for skew bridges. Girder layovers, flange lateral bending stress, cross-frame forces, component of vertical deflections, component of vertical reactions and lateral reactions or lateral displacements are affected by detailing methods and are referred as lack-of-fit effects. The main conclusion of this research is that lack-of-fit effects for the Final Fit detailing method at the steel dead load stage are equal and opposite to the lack-of-fit effects for the Erected Fit detailing method at the total dead load stage. This conclusion has helped using 2D grid analyses for estimating these lack-of-fit effects for different detailing methods. 3D erection simulations are developed for estimating fit-up forces required to attach the cross-frames to girders. The maximum fit-up force estimated from the 2D grid analysis shows a reasonable agreement with the one obtained from the erection simulations. The erection sequence that reduces the maximum fit-up force is also found by erection simulations. The line girder analysis is recommended for calculating cambers for the Final Fit detailing method. A combination of line girder analysis and 2D grid analysis is recommended for calculating cambers for the Erected Fit detailing method. Finally, flowcharts are developed that facilitate the selection of a detailing method and show the necessary design checks.
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Vora, Hitesh. "Shear Wall Tests and Finite Element Analysis of Cold-Formed Steel Structural Members." Thesis, University of North Texas, 2008. https://digital.library.unt.edu/ark:/67531/metadc9726/.

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The research was focused on the three major structural elements of a typical cold-formed steel building - shear wall, floor joist, and column. Part 1 of the thesis explored wider options in the steel sheet sheathing for shear walls. An experimental research was conducted on 0.030 in and 0.033 in. (2:1 and 4:1 aspect ratios) and 0.027 in. (2:1 aspect ratio) steel sheet shear walls and the results provided nominal shear strengths for the American Iron and Steel Institute Lateral Design Standard. Part 2 of this thesis optimized the web hole profile for a new generation C-joist, and the web crippling strength was analyzed by finite element analysis. The results indicated an average 43% increase of web crippling strength for the new C-joist compared to the normal C-joist without web hole. To improve the structural efficiency of a cold-formed steel column, a new generation sigma (NGS) shaped column section was developed in Part 3 of this thesis. The geometry of NGS was optimized by the elastic and inelastic analysis using finite strip and finite element analysis. The results showed an average increment in axial compression strength for a single NGS section over a C-section was 117% for a 2 ft. long section and 135% for an 8 ft. long section; and for a double NGS section over a C-section was 75% for a 2 ft. long section and 103% for an 8 ft. long section.
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Tola, Tola Adrian Patricio. "Analytical and Experimental Investigation of Low-Cycle Fatigue Fracture in Structural Steel." Diss., Virginia Tech, 2020. http://hdl.handle.net/10919/100051.

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The mechanism of metal material failure due to inelastic cyclic deformations is commonly described as Low-Cycle Fatigue (LCF). Fracture in steel structures caused by earthquakes can be associated with this mechanism. Mathematical expressions describing the material deterioration due to LCF are often referred to as LCF laws. The accurate determination of the safety of steel structures against earthquake-induced failure requires the use of LCF laws which have been sufficiently validated with experimental test data. The present study combined experimental testing and computational simulation to enhance the understanding of structural steel fracture due to LCF. The experiments were conducted in specimens extracted from the flat and corner regions of two rectangular steel hollow sections with different thickness. A total of 60 cylindrical specimens with a circumferential notch were subjected to different combinations of axial and torsional loading. The loading protocols and notch geometry were designed to produce different stress states at the location of fracture initiation. Finite element analyses were conducted to obtain the stress state and inelastic strains at the fracture initiation location. This information was then used for the calibration of five existing LCF laws. The calibration also allowed the comparative evaluation of the capability of the different laws to capture fracture initiation for different stress states, with a single set of values for the various parameters. The accuracy of the calibrated LCF laws to predict fracture initiation in a large-scale test was also investigated. To this end, a test was conducted on a rectangular steel tube subjected to cyclic axial loading. A finite element analysis of this test was conducted, and predictions of the instant and location of fracture initiation using the calibrated LCF laws were compared with the experimental observations.
Doctor of Philosophy
The mechanism of material failure due to repeated cycles of large deformations is denoted as Low-Cycle Fatigue (LCF); this failure mechanism can occur in steel structures subjected to loading conditions such as those induced by earthquakes. Mathematical expressions that evaluate the material deterioration due to LCF are often used to predict the instant and location of fracture initiation in small-scale and large-scale tests. An experimental program was conducted for the study of fracture associated with LCF. A total of 60 specimens were fabricated with material extracted from the flat and corner regions of two rectangular steel tubes; the applied loads elongated and/or twisted the specimens until they ruptured. Computational simulations of these tests were conducted to obtain key information at the location of the observed fracture initiation. This information was used to adjust five mathematical expressions suggested by previous researchers that could predict the same instant of fracture initiation observed in the experiments. The accuracy of the predictions from each of these mathematical expressions was evaluated. The accuracy of these mathematical expressions to predict fracture initiation in a large-scale test was also investigated. To this end, an experiment was conducted on a rectangular steel tube subjected to repeated cycles of deformation. A computational simulation of this test was also developed, and predictions of the instant and location of fracture initiation were compared with the experimental observations.
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Jung, Se-Kwon. "Inelastic Strength Behavior of Horizontally Curved Composite I-Girder Bridge Structural Systems." Diss., Georgia Institute of Technology, 2006. http://hdl.handle.net/1853/11618.

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This research investigates the strength behavior of horizontally curved composite I-girder bridge structural systems, and the representation of this behavior by the AASHTO (2004b) LRFD provisions. The primary focus is on the design of a representative curved composite I-girder bridge tested at the FHWA Turner-Fairbank Highway Research Center, interpretation of the results from the testing of this bridge, including correlation with extensive linear and nonlinear finite element analysis solutions, and parametric extension of the test results using finite element models similar to those validated against the physical tests. These studies support the potential liberalization of the AASHTO (2004b) provisions by the use of a plastic moment based resistance, reduced by flange lateral bending effects, for composite I-girders in positive bending.
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Sanchez, Telmo Andres. "Influence of bracing systems on the behavior of curved and skewed steel I-girder bridges during construction." Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/42731.

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The construction of horizontally curved bridges with skewed supports requires careful consideration. These types of bridges exhibit three-dimensional response characteristics that are not commonly seen in straight bridges with normal supports. As a result, engineers may face difficulties during the construction, when the components of the bridge do not fit together or the final geometry of the structure does not correspond to that intended by the designer. These complications can lead to problems that compromise the serviceability aspects of the bridge and in some cases, its structural integrity. The three dimensional response that curved and skewed bridges exhibit is directly influenced by the bracing system used to configure the structure. In I-girder bridges, cross-frames are provided to integrate the structure, transforming the individual girders into a structural system that can support larger loads than when the girders work separately. In general, they facilitate the construction of the structure. However, they can also induce undesired collateral effects that can be a detriment to the performance of the system. These effects must be considered in the design of a curved and skewed bridge because, in some cases, they can modify substantially its response. This research is focused on understanding how the bracing system affects the performance of curved and skewed I-girder bridges, as well as, the ability of the approximate analysis methods to capture the structural behavior. In this research, techniques that can be implemented in the creation of 2D-grid models are developed to overcome the limitations of this analysis method. In addition, efficient cross-frame arrangements that mitigate the collateral effects of skew are developed. These mitigation schemes reduce the undesired cross-frame forces and flange lateral bending stresses associated with the transverse stiffness of the structure, while ensuring that the bracing system still performs its intended functions.
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Ozgur, Cagri. "Influence of cross-frame detailing on curved and skewed steel I-girder bridges." Diss., Georgia Institute of Technology, 2011. http://hdl.handle.net/1853/42769.

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Curved and skewed I-girder bridges exhibit torsional displacements of the individual girders and of the overall bridge cross-section under dead loads. As a result, the girder webs can be plumb in only one configuration. If the structure is built such that the webs are plumb in the ideal no-load position, they generally cannot be plumb under the action of the structure's steel or total dead load; hence, twisting of the girders is unavoidable under dead loads. The deflected geometry resulting from these torsional displacements can impact the fit-up of the members, the erection requirements (crane positions and capacities, the number of temporary supports, tie down requirements, etc.), the bearing cost and type, and the overall strength of the structure. Furthermore, significant layover may be visually objectionable, particularly at piers and abutments. If the torsional deflections are large enough, then the cross-frames are typically detailed to compensate for them, either partially or fully. As specified in Article C6.7.2 of the AASHTO LRFD Specifications, different types of cross-frame detailing methods are used to achieve theoretically plumb webs under the no-load, steel dead load, or total dead load conditions. Each of the cross-frame detailing methods has ramifications on the behavior and constructability of a bridge. Currently, there is much confusion and divergence of opinion in the bridge industry regarding the stage at which steel I girder webs should be ideally plumb and the consequences of out-of-plumbness at other stages. Furthermore, concerns are often raised about potential fit-up problems during steel erection as well as the control of the final deck geometry (e.g., cross-slopes and joint alignment). These influences and ramifications of cross-frame detailing need to be investigated and explained so that resulting field problems leading to needless construction delays and legal claims can be avoided. This dissertation addresses the influence of cross-frame detailing on curved and/or skewed steel I girder bridges during steel erection and concrete deck placement by conducting comprehensive analytical studies. Procedures to determine the lack-of-fit forces due to dead load fit (DLF) detailing are developed to assess the impact of different types of cross-frame detailing. The studies include benchmarking of refined analytical models against selected full scale experimental tests and field measurements. These analytical models are then utilized to study a variety of practical combinations and permutations of bridge parameters pertaining to horizontal curvature and skew effects. This research develops and clarifies procedures and provides new knowledge with respect to the impact of cross-frame detailing methods on: 1) constructed bridge geometries, 2) cross-frame forces, 3) girder stresses, 4) system strengths, 5) potential uplift at bearings, and 6) fit-up during erection. These developments provide the basis for the development of refined guidelines for: 1) practices to alleviate fit-up difficulties during erection, 2) selection of cross-frame detailing methods as a function of I-girder bridge geometry characteristics, and 3) procedures to calculate the locked-in forces due to DLF cross-frame detailing.
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Books on the topic "Steel girder structural tests"

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Abendroth, R. E. Steel diaphragms in prestressed concrete girder bridges. Ames, Iowa: Center for Transportation Research and Education, Iowa State University, 2004.

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2

Tilley, Matthew R. Dynamic analysis and testing of a curved girder bridge. Charlottesville, Va: Virginia Transportation Research Council, 2006.

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Distortion-induced fatigue cracking in steel bridges. Washington, D.C: Transportation Research Board, National Research Council, 1991.

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FRP Deck and Steel Girder Bridge Systems: Analysis and Design. Taylor & Francis Group, 2017.

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FRP Deck and Steel Girder Bridge Systems: Analysis and Design. Taylor & Francis Group, 2013.

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Evaluation of steel bridges. [Ames, IA]: Iowa Department of Transportation, Iowa Highway Research Board, 2007.

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Book chapters on the topic "Steel girder structural tests"

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Wu, Fei, Donghua Xiao, Jiancheng Yuan, Sheng Zhou, Zhicheng Tan, and Zhongpeng Zou. "The Advantages of Steel-Concrete Composite Girder in Half-Through Concrete-Filled Steel Tube Bowstring Arch Bridge." In Structural Integrity, 569–77. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-29227-0_61.

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Xia, Zhengchun, Wangqing Wen, Aiguo Yan, Dingguo Yan, and Xiaojiang Zhang. "Design of Large-Span Steel-Truss Girder Railway Bridge Stiffened by Flexible Arch Rib." In Structural Integrity, 679–89. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-29227-0_74.

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Kunecki, B., L. Janusz, and L. Korusiewicz. "Load tests of deteriorated steel pipe." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1960–63. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-324.

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Chen, Airong, Zhen Zhang, and Rujin Ma. "Structural Health Monitoring of a Curved Continuous Steel Box Girder Bridge Under Marine Environment." In Springer Tracts on Transportation and Traffic, 221–30. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-19785-2_19.

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Cuenca, Estefanía. "Experimental Tests on Parameters Influencing on Shear." In On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete, 59–78. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13686-8_4.

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Cuenca, Estefanía. "Experimental Tests on Hollow Core Slabs Made with FRC." In On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete, 125–46. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13686-8_7.

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Brust, F. W., P. Dong, and T. Kilinski. "Welded plate and T-stub tests and impact on structural behavior of moment frame connections." In Behaviour of Steel Structures in Seismic Areas, 141–46. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-21.

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Cuenca, Estefanía. "Experimental Tests on Fibers Influence on the Size Effect on Shear." In On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete, 79–105. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13686-8_5.

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Thulin, Frederick A., and John D. Brock. "Structural Evaluation of Cold-Formed Sheet Steel Concrete Reinforcement Using Finite Elements and Tests." In Computational Mechanics ’86, 965–71. Tokyo: Springer Japan, 1986. http://dx.doi.org/10.1007/978-4-431-68042-0_139.

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Cuenca, Estefanía. "Experimental Tests to Study the Influence on the Shear Behavior of Fibers of Different Characteristics." In On Shear Behavior of Structural Elements Made of Steel Fiber Reinforced Concrete, 107–23. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13686-8_6.

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Conference papers on the topic "Steel girder structural tests"

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Liu, Yong, Lanhui Guo, and Zhiguo Li. "Flexural behavior of steel-concrete composite beams with U-shaped steel girders." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7922.

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This paper focuses on a new type of steel-concrete composite beams consisting of U-shaped steel girders and angle connectors. Compared with conventional composite beams consisting of wide flange girders and headed stud connectors (or short channel connectors), the composite beams considered in this study have favorable flexural performance while reducing the excessive costs and potential construction challenges due to installation of the stud and/or channel shear connectors. Through four-point bending tests on five specimens, this research team experimentally investigated flexural behavior of such new composite beams. The five specimens were varied to have different angle connector intervals and installation locations. Test results showed that composite beams with angle connectors welded to the webs of U-shaped steel girder failed in brittle failure modes while composite beams with angle connectors welded on the top flange of U-shaped steel girder failed in ductile failure mode. Moreover, finite element analysis were performed and the results were verified by the experimental results. According to the parametric analysis results, concrete strength has little effect on flexural behavior of composite beams while increasing yield stress of steel girder could significantly increase the flexural resistance but could not change the initial stiffness. Increasing the height of steel girder, the thickness and width of bottom flange are recommended to improve the flexural behavior of composite beams.
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Garbatov, Yordan, and Carlos Guedes Soares. "Experimental Evaluation of Ageing Marine Structures." In SNAME 5th World Maritime Technology Conference. SNAME, 2015. http://dx.doi.org/10.5957/wmtc-2015-118.

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The objective of this work is to present a review of recently performed experimental tests of large and small scale steel corroded specimens. Four types of tests are discussed here: corrosion deterioration, ultimate strength, tensile strength and fatigue strength material properties. Two large scale specimens, in the form of box girders simulating the midship section of tanker ship where corroded in a natural open sea condition. The corrosion degradation and its distribution around the structural components of the box girders are presented and discussed. The effect of the severity of corrosion degradation on the strength of the corroded steel specimens is experimentally evaluated, where the box girders are tested under four-point loading, producing a constant bending moment along the box girder until collapse. The experimental results of fatigue strength tests of small scale corroded steel specimens, cut from the same corroded box girders, are also presented. Finally, the experimental tensile strength tests are performed using small-scale corroded specimens, cut from the corroded box girders after the ultimate strength test was completed. The test identifies the effect of the degree of degradation to the mechanical properties of the specimens, namely modulus of elasticity, yield stress, tensile strength and total uniform elongation are also presented. The results of the experimental tests, presented here, are highly important and need to be accounted for when linear or nonlinear structural analyses are performed to evaluate the structural capacity of ageing marine structure.
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Takahashi, Yusuke, Yusuke Imagawa, and Osamu Ohyama. "Analytical study on evaluation of residual strength for steel-concrete composite girder bridge after fire." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0729.

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<p>Fire damage to bridges occurs frequently in Japan and in other countries. Previous bridge fire accidents suggest that it is important to understand the structural performance of the bridges after their exposure to fire. The authors have studied the evaluation of the stress of the steel- concrete composite girder bridges as a simply supported bridge damaged by fire. First of all, fire test was carried out to clarify the temperature distribution of the composite girder and a static loading tests before and after fire were conducted to confirm the effect of the reduction of rigidity from fire. Next, numerical analysis was carried out to indicate the stress distribution and deflection on the composite girder bridge from live load after fire.</p>
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Dai, Kaoshan, Shen-En Chen, Jeremy Scott, Marcus Schmieder, Wanqiu Liu, and Edd Hauser. "Development of a baseline model for a steel girder bridge using remote sensing and load tests." In SPIE Smart Structures and Materials + Nondestructive Evaluation and Health Monitoring. SPIE, 2011. http://dx.doi.org/10.1117/12.880589.

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Zhang, Xieli, Chong Wu, Qingtian Su, Xiaomao Feng, and Xiaoyong Zhou. "Experimental study on transverse stress of different forms of concrete bridge deck." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0559.

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<p>Steel plate composite bridge is one of the most widely used form of bridges. With the application of pre- stressed concrete, the improvement of thick steel plate quality and welding technology, steel plate composite bridge with less main girder has been widely used in engineering. To compare the mechanical properties of twin-girder and multi-girder steel plate bridge, two full-scale concrete bridge deck specimens are manufactured and tested. The stress and deformation of the structural members of the two specimens are tested, the development of concrete cracks is recorded in detail, and the ultimate bearing capacity and failure form are obtained. The test results show that the concrete slab in the form of twin-girder with post- tension will not crack under the normal vehicle load, while multi-girder one will crack, and the maximum crack width is 0.02 mm. The ultimate bearing capacity of twin-girder is 622 kN and the multi-girder is 850 kN. The failure mode of twin-girder is tension failure, and multi-girder is compression failure.</p>
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Hołowaty, Janusz. "Maintenance repair by welding of badly-corroded railway bridge." In IABSE Conference, Copenhagen 2018: Engineering the Past, to Meet the Needs of the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/copenhagen.2018.211.

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Remedial repairs were carried out on a railway bridge with severe corrosion damage to its steelwork as part of a project to open the passage of freight trains to a railway line in the Upper Silesia region in southern Poland. The bridge was constructed in 1907, using rimmed mild steel for the riveted plate girder superstructures . While the bridge retrofitting plan was being drawn up, the chemical composition of its structural steel members was assessed, and the ste el'' s weldability was confirmed via tensile tests and carbon equivalents. The existing steelwork was strengthened by restoring section losses in the main girders and end cross beams. The stnuctural integrity of the badly-corroded steelwork was recovered, allowing the return of both freight and passenger trains to the railway line.
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Jáger, Bence, G. Németh, Nauzika Kovács, Balázs Kövesdi, and M. Kachichian. "Push-out tests on embedded shear connections for hybrid girders with trapezoidal web." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7158.

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Hybrid girders with corrugated web are increasingly used in bridge engineering due to its numerous favorable properties. For the web-to-slab connection different layouts have been developed in the past, however, just a few design proposals can be found in the international literature for the determination of the connection’s resistance, especially for the embedded types. In case of these connections the corrugated web is simply embedded into the concrete slab strengthened by transverse rebars through concrete dowels or horizontal headed studs welded to the web. The aim of the current research program is to investigate the structural behavior and the shear capacity of embedded connections by full scale push-out tests. In the current paper the results of 5 push-out tests are introduced having different embedded connection types investigating (i) the effect of the embedding depth, (ii) the existence of the concrete dowels (through cut-outs in the steel web) with transverse rebars and (iii) the influence of the steel flange. These parameters may have significant influence on the behavior and capacity of embedded type connections, which are studied in the research program. During the tests the applied load and the slip between the steel web and concrete slabs are measured in order to study the initial stiffness, the ductility and the shear capacity of the connections.
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Gergel, John T., Vishali M. Vasudevan, and Matthew H. Hebdon. "Railroad Tie Lateral Resistance on Open-Deck Plate Girder Bridges." In 2020 Joint Rail Conference. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/jrc2020-8053.

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Abstract On open-deck railroad bridges, the crossties (sleepers) are directly supported by the bridge superstructure and anchored with deck tie fasteners such as hook bolts. These fasteners provide lateral resistance for the bridge ties, and in railroad bridge design, their spacing is controlled by the required lateral resistance of the ties. Currently there are no provisions to assist in the calculation of lateral resistance provided by railroad ties on open-deck bridges, and as a result there are no specific requirements for the spacing of deck tie fasteners. This has led to different design practices specific to each railroad, and inconsistent fastener spacing in existing railroad bridges. A research plan was conducted to experimentally quantify the lateral resistance of timber crossties on open-deck plate girder bridges using different wood species and types of fasteners. Experimental tests were conducted on four different species of timber crossties (Beech, Sycamore, Southern Pine, and Oak) with three different types of fasteners (square body hook bolt, forged hook bolt, and Quick-Set Anchors). A structural test setup simulated one half of an open-deck bridge with a smooth-top steel plate girder, and hydraulic actuators to apply both vertical and horizontal load to a railroad tie specimen. The three main contributions to lateral resistance on open-deck bridges were identified as friction resistance between tie and girder due to vertical load from a truck axle, resistance from the fastener, and resistance from dapped ties bearing against the girder flange. Initial testing conducted at Virginia Tech isolated each component of lateral resistance to determine the friction coefficient between tie and girder as well as resistance from just the fastener itself. Results indicate that friction resistance varies based on the magnitude of vertical truck axle load, species of wood, and quantity of creosote preservative on the tie, while fastener resistance varies based on type of fastener and displacement of the tie. With the experimental results, a preliminary equation for calculating the overall resistance of open-deck timber crossties is developed, which allows for a recommendation of fastener spacing based on the type of fastener, wood species, and anticipated lateral loads on the structure.
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Oberhagemann, Jan, Michael Holtmann, Ould el Moctar, Thomas E. Schellin, and Daewoong Kim. "Stern Slamming of an LNG Carrier." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57385.

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Rational assessment of stern slamming of a large twin screw LNG carrier comprised prediction of hydrodynamic impact loads and their effects on the dynamic global structural behavior of the hull girder. Linear theory obtained regular equivalent waves that caused maximum relative normal velocities at critical locations underneath the ship’s stern. Reynolds-averaged Navier-Stokes (RANS) computations based on the volume of fluid (VOF) method yielded transient (nonlinear) hydrodynamic impact (slamming) loads that were coupled to a nonlinear motion analysis of the ship in waves. At every time step of the transient computation, the finite volume grid was translated and rotated, simulating the actual position of the ship. Hydrodynamic loads acting on the hull were converted to nodal forces for a finite element model of the ship structure. Slamming-induced pressure peaks, typically lasting for about 0.5 s, were characterized by a steep increase and decrease before and after the peak values. Shape and duration agreed favorably with full-scale measurements and model tests carried out on other ships, indicating that computed results captured all essential physical phenomena. Hull girder whipping was analyzed to investigate dynamic amplification of structural stresses. Short-duration impact-related slamming loads excited the ship structure to vibrations in a wide range of frequencies. Excitation of the lowest fundamental eigenmode contributed most to additional stresses caused by hull girder whipping. Although longitudinal and shear stresses caused by quasi-steady wave bending were uncritical, we obtained a significant amplification (up to 25 percent) due to the dynamic structural response.
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Van Wittenberghe, Jeroen, and Filip Van Den Abeele. "Fatigue Design of Hybrid Welded Steel Beams." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19043.

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Abstract Hot rolled sections such as I- and H-beams are commonly used as structural elements in offshore platforms. They exhibit a superior fatigue life compared to welded sections due to smooth corners and the absence of welds between the flange and web plates. Hence, when loaded in fatigue, the butt welds joining different sections are the hotspots in the design. Due to the size of the rolling installations, the maximum height for such sections is limited. To overcome these limitations, a hybrid welded beam concept is studied. This concept consists of 2 hot rolled T-sections with a plate welded in between to form an H-beam with increased section height. The advantage of this approach is that it maintains the smooth corners of the hot rolled sections and places the longitudinal welds closer to the neutral axis of the beam where the stress levels in bending are reduced compared to the flange-web interface. Hence, the butt weld between different beam sections remains the hotspot instead of the longitudinal weld. In the present work the fatigue design of such hybrid welded beams is studied. As part of this research, an efficient experimental assessment methodology is proposed. Fatigue tests are performed on a large-scale resonant bending test setup allowing a testing frequency of around 30 Hz. Tests are performed on HISTAR HE girders with a section height of 696 mm and 524 mm. As a reference, fatigue tests are performed on hot rolled HE beams joined by butt welding. Hybrid welded beams will be tested in the same setup at a later stage. During the tests, fatigue crack initiation is detected using an acoustic emission system. Further crack propagation is monitored through local strain measurements and by intermediate inspections during the tests. In addition, the beach marking method is applied, allowing to investigate the evolution of the crack front by post-mortem analysis.
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Reports on the topic "Steel girder structural tests"

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Yan, Yujie, and Jerome F. Hajjar. Automated Damage Assessment and Structural Modeling of Bridges with Visual Sensing Technology. Northeastern University, May 2021. http://dx.doi.org/10.17760/d20410114.

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Recent advances in visual sensing technology have gained much attention in the field of bridge inspection and management. Coupled with advanced robotic systems, state-of-the-art visual sensors can be used to obtain accurate documentation of bridges without the need for any special equipment or traffic closure. The captured visual sensor data can be post-processed to gather meaningful information for the bridge structures and hence to support bridge inspection and management. However, state-of-the-practice data postprocessing approaches require substantial manual operations, which can be time-consuming and expensive. The main objective of this study is to develop methods and algorithms to automate the post-processing of the visual sensor data towards the extraction of three main categories of information: 1) object information such as object identity, shapes, and spatial relationships - a novel heuristic-based method is proposed to automate the detection and recognition of main structural elements of steel girder bridges in both terrestrial and unmanned aerial vehicle (UAV)-based laser scanning data. Domain knowledge on the geometric and topological constraints of the structural elements is modeled and utilized as heuristics to guide the search as well as to reject erroneous detection results. 2) structural damage information, such as damage locations and quantities - to support the assessment of damage associated with small deformations, an advanced crack assessment method is proposed to enable automated detection and quantification of concrete cracks in critical structural elements based on UAV-based visual sensor data. In terms of damage associated with large deformations, based on the surface normal-based method proposed in Guldur et al. (2014), a new algorithm is developed to enhance the robustness of damage assessment for structural elements with curved surfaces. 3) three-dimensional volumetric models - the object information extracted from the laser scanning data is exploited to create a complete geometric representation for each structural element. In addition, mesh generation algorithms are developed to automatically convert the geometric representations into conformal all-hexahedron finite element meshes, which can be finally assembled to create a finite element model of the entire bridge. To validate the effectiveness of the developed methods and algorithms, several field data collections have been conducted to collect both the visual sensor data and the physical measurements from experimental specimens and in-service bridges. The data were collected using both terrestrial laser scanners combined with images, and laser scanners and cameras mounted to unmanned aerial vehicles.
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