2013 Session: 317

• Superload Evaluation of Millard Avenue Bridge over CSX Railroad
  Abstract: A series of superloads crossed the Millard Avenue Bridge which spans over the CSX railroad. This bridge is located in Oregon, Ohio, on the route from the Port of Toledo to a nearby oil refinery. Upon request of the cities of Toledo and Oregon, load tests and load ratings were performed to verify that 15 superloads could safely traverse the bridge, determine if any measurable damage was caused by the heavy loads and establish rating procedures for future superloads. The bridge is a steel kinked girder with a composite deck having 5 continuous spans, with lengths varying from 114 ft. to 152 ft. The overall width of the Bridge is approximately 67 ft. This paper discusses testing and analyses done to assess the behavior of the bridge due to superloads crossing. Load tests were carried out prior to any superload crossings, during the heaviest superload crossing and during and after the last superload crossing to characterize the resulting bridge performance. Particular features discussed are the assessment of changes in bridge behavior, establishment of load rating for future superload crossing, and the behavior of forces in the staggered cross-braces nearest the girder kinks.
  Authors: Hammada, Ahmmed A.; Nims, Douglas; Hunt, Victor J.; Commander, Brett; Helmicki, Arthur
  Authors: Hammada, Ahmmed A.; Nims, Douglas; Hunt, Victor J.; Commander, Brett; Helmicki, Arthur
  Year: 2013
  Document Type: Paper
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-0240
• Behavior of a Typical Steel Bridge Superstructure Subjected to a Lateral Point Load on the Girder
  Abstract: The object of this paper is to present the results of the static nonlinear analysis of a typical composite I-girder bridge superstructure subjected to a concentrated lateral load at the girder level. The results of the analysis have demonstrated that the response of the bridge to such loads is essentially a local phenomenon rather than a system mechanism in the sense that damage remains concentrated within a limited portion of the loaded beam. It is only when the load is applied at the diaphragm or very close to it that the load is essentially transmitted to all the girders of the bridge. Otherwise, neither the number of girders, girder spacing, nor the distance between the diaphragms have any measurable effect on improving the capacity of the system compared to the capacity of the loaded beam. In that sense, there are no redundancy contributions to such a loading scenario.
  Authors: Fiorillo, Graziano; Ghosn, Michel
  Authors: Fiorillo, Graziano; Ghosn, Michel
  Year: 2013
  Document Type: Paper
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-2712
• Three-Dimensional Parametric Data Exchange for Curved Steel Bridges
  Abstract: Improved software interoperability is key to more fully realizing the potential benefits of integrated and accelerated project delivery in a way that somehow also ensures product quality. The increasing appeal of 3D BIM (Building Information Modeling) notions applied to bridges (BrIM – Bridge Information Modeling) motivates the need for principled prescriptions of associated electronic data exchanges among various project stakeholders and the various software applications they use. Such data exchanges need to be sufficiently precise to facilitate detailing for fabrication and construction while also being sufficiently concise to facilitate parametric modeling and thereby avoid needless data duplication. The highway geometry to which bridges must conform distinguishes BrIM from the building column-grid orientation of BIM at the outset of the bridge lifecycle. In contrast to the overdefined highway geometry contained in the LandXML data exchange standard, this paper defines, presents, illustrates, and recommends the use of a “3D control curve” as the basis for parametric data exchange suitable through the lifecycle of steel I-girder bridges on (straight and) curved alignments. This 3D control curve combines in a single curve the traditional horizontal control line and profile grade line that bridge structural engineers receive from highway designers in order to define bridge geometry. Data exchanges associated with 3 distinct stages in the steel bridge lifecycle are defined and illustrated herein: analysis and design, detailing for fabrication, and erection/construction. It is shown that “3D control curve” based data exchange suffices for the data integrity required through the steel bridge life-cycle.
  Authors: Karaman, S. Gokhan; Chen, Stuart S.; Ratnagaran, Benny J.
  Authors: Karaman, S. Gokhan; Chen, Stuart S.; Ratnagaran, Benny J.
  Year: 2013
  Document Type: Paper
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-4186
• Dynamic Behavior of Ribbon Floating Bridges: Analytical and Experimental Studies
  Abstract: Floating bridges are economical means for crossing water bodies, especially in times of emergencies and war. Ribbon pontoon floating bridges are a special type of floating bridge designed, built and stocked by the military and emergency management organizations and deployed in times of need. They are light-weight, fast to erect, and use the buoyancy of water to aid in supporting the self-weight and traffic loads imposed on the bridge.With increasing vehicular weights and need for fast traversing times, it is necessary to develop analytical tools capable of designing and analyzing floating bridges. This is ideal for optimizing the vehicle weights and spacing to achieve greater economic efficiency.This paper presents an analytical and experimental research program designed to study the dynamic behavior of ribbon pontoon floating bridges under two-axle vehicular loading. The developed analytical method yielded maximum bridge displacements comparable to the experimental results. In most cases, the analytical results were higher than experimental, providing a level of conservatism for design. The midspan displacements were accurately predicted as the vehicle traversed the floating bridge. However, at higher vehicle weights the analytical model failed to accurately predict midspan displacement at axle locations beyond midspan.
  Authors: Viecili, Giannin Marie; Braimah, Abass; Abd El Halim, Halim Omar; El-Desouky, Osama Ibrahim
  Authors: Viecili, Giannin Marie; Braimah, Abass; Abd El Halim, Halim Omar; El-Desouky, Osama Ibrahim
  Year: 2013
  Document Type: Paper
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-4341
• Superload Evaluation of Millard Avenue Bridge over CSX Railroad
  Authors: Nims, Douglas
  Authors: Nims, Douglas
  Year: 2013
  Document Type: Presentation
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-0240
• Behavior of a Typical Steel Bridge Superstructure Subjected to a Lateral Point Load on the Girder
  Authors: Fiorillo, Graziano
  Authors: Fiorillo, Graziano
  Year: 2013
  Document Type: Presentation
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-2712
• Dynamic Behavior of Ribbon Floating Bridges: Analytical and Experimental Studies
  Authors: Viecili, Giannin
  Authors: Viecili, Giannin
  Year: 2013
  Document Type: Presentation
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-4341
• Three-Dimensional Parametric Data Exchange for Curved Steel Bridges
  Authors: Karaman, S. Gokhan
  Authors: Karaman, S. Gokhan
  Year: 2013
  Document Type: Presentation
  Subject: Bridges and Other Structures; Design
  Session: 317
  Paper Number: 13-4186