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10-31-2018

Evaluation of Shear Strength in Deteriorated I-plate Steel Girder Evaluation of Shear Strength in Deteriorated I-plate Steel Girder

Bridges Bridges

Amanda Bao Rochester Institute of Technology

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Recommended Citation Recommended Citation Bao, Amanda. "Evaluation of Shear Strength in Deteriorated I-plate Steel Girder Bridges." Western New York Association for Bridge Construction and Design 30th Annual Fall Conference. Western New York Association for Bridge Construction and Design. Buffalo, NY. 16 Nov. 2018. Conference Presentation. *

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EVALUATION OF SHEAR STRENGTH IN DETERIORATED I-PLATE STEEL

GIRDER BRIDGES

Amanda Bao, PhD, PE, Associate ProfessorCivil Engineering Technology

Rochester Institute of Technology

Outline

■ Research Team■ Introduction■ 3D Finite Element Modeling■ Numerical Analyses and Results■ Laboratory Testing and Data■ Conclusions■ Acknowledgement

Research Team

Research Team■ Faculty Advisor: Amanda Bao, PhD, PE■ 11 Research Assistants: Caleb Guillaume,

Alana Moraes, Christopher Satter, Nadezhda Levitova, Michael Gulasey, Tucker Kelly, Peter Williams, Max Evans, Andrew Walker, Marquis Mark, Deondre Roseboro

■ 2 Mechanical Engineering Technology Faculty Collaborators: Beth Carle, PhD, Alan Raisanen, PhD

■ 1 Lab Manager: Leslie Gregg■ 1 Visiting Professor: Ying Guo

Introduction: Structurally Deficient Bridges■ Monroe County:

– 40 structurally deficient bridges out of 414 total bridges (~9.7%)

– 32 Steel Girder bridges, 4 Steel Truss bridges, 4 Concrete bridges

■ Erie County: – 43 structurally deficient bridges out of 614

total bridges (~7%)– 31 Steel Girder bridges, 11 Concrete bridges, 1

Timber bridge

Introduction■ Typical Steel Girder Corrosion at Web and Flange

Introduction■ Corrosion in steel girder bridges is caused by:

• moisture exposure• leakage through deck joints • frequent use of deicing chemicals during

the winter season in cold regions

■ Excessive rust accumulation and metal area loss pose significant concerns for structural capacity reduction in steel girders.

Modeling Corrosion Forms in ABAQUS■ Web thinning: Uniformly reducing the web thickness■ Area loss: Removing materials from the web

Finite Element Modeling: Prototype Bridge

Single Girder Analysis: AASHTO LRFD

The calculated design shear force according to the single girder analysis is 420 kips at the girder end.

Web Buckling Capacity vs. Web Thinning

Web Buckling Capacity vs. Area Loss

Web Buckling Capacity vs. Hole Location

Lab Testing: Sample Preparation

Laboratory Testing

Laboratory Testing■ Video demo of compression test on a beam

specimen to show web buckling

Testing Data

Testing Data

Conclusions

■ Web thinning : – Reduce effective web cross sectional area– Increase width to thickness ratio of the web– 10% reduction in web effective thickness may

result in 25% shear strength loss– 20% reduction of web thickness may lead to

50% shear capacity loss

Conclusions■ Holes on web :

– Reduce effective web cross sectional area– Cause load concentration and redistribution– Structural capacity loss is proportional to the

size of area loss– Structural capacity decreases at higher rate

when extending the area loss in the direction parallel to the girder line than in the direction parallel to the web depth

– Hole location affects shear capacity. Critical location: ~ 1/3 of the web depth from the girder end support

Publications and Presentations■ “Structural Capacity Analysis of Corroded Steel Girder Bridges” by

Amanda Bao, Michael Gulasey, Caleb Guillaume, Nadezhda Levitova, Alana Moraes, and Christopher Satter, Proceedings of the 3rd International Conference on Civil, Structural and Transportation Engineering, June 10-12, 2018, Niagara Falls, Canada

■ “Evaluation of Shear Strength in Deteriorated I-Plate Steel Girder Bridges” by Amanda Bao, Caleb Guillaume, Alana Moraes, Christopher Satter, Nadezhda Levitova, Beth Carle, Alan Raisanen and Leslie Gregg, Association for Bridge Construction and Design - Western New York Chapter 2018 Fall Conference, November 16, 2018, Buffalo, NY

■ “Shear Strength of Deteriorated Steel Girders in Multi-Girder Bridges” by Amanda Bao, Caleb Guillaume and Alana Moraes, Proceedings of the 10th International Structural Engineering and Construction Conference - Interdependence between Structural Engineering and Construction Management, ISBN: 978-0-9960437-6-2, May 20-25, 2019, Chicago, IL, USA. Accepted for publication.

Future Work

■ Diversify corrosion conditions and loading conditions in finite element modeling

■ Refine the boundary conditions in numerical models to simulate the real girder ends

■ Enhance data acquisition system and test procedure to obtain more accurate lab data

■ Use LVDT to collect time history of lateral displacements

■ Develop guidelines for load rating of deteriorated steel girder bridges

Future Work■ Corrosion Resistant Coating:

Reduced Graphene Oxide Coating

Acknowledgement

■ This study is supported by Association for Bridge Construction and Design - Western New York Chapter Research Grant (2017-2018) and Rochester Institute of Technology College of Applied Science and Technology Scholarship Incentive Grant (2017).

Quiz for PDH

■ 1. Which type of the following bridges accounts for the majority of structurally deficient bridges in Western New York?– A. Steel Truss– B. Steel Girder– C. Concrete– D. Timber

Quiz for PDH

■ 2. Corrosion in steel girder bridges is caused by:– A. Moisture exposure– B. leakage through bridge joints– C. Deicing chemicals during snow season– D. All of above

Thank you!