Impact of Design Code Evolution on Failure Mechanism and Seismic Fragility of Highway Bridge Piers

2020 ◽  
Vol 25 (2) ◽  
pp. 04019140 ◽  
Author(s):  
Shivang Shekhar ◽  
Jayadipta Ghosh ◽  
Siddhartha Ghosh
Keyword(s):  
Failure Mechanism ◽  
Bridge Piers ◽  
Seismic Fragility ◽  
Highway Bridge ◽  
Design Code ◽  
Code Evolution

Damage Variation in Highway Bridge Piers for Rehabilitation with Different Reinforced Options

2013 ◽  
Vol 569-570 ◽  
pp. 254-261
Author(s):  
Consuelo M. Gómez-Soberón ◽  
Bertha Olmos-Navarrete ◽  
Manuel Jara-Díaz ◽  
José Manuel Jara-Guerrero
Keyword(s):  
Fragility Curves ◽  
Damage Index ◽  
Bridge Piers ◽  
Highway Bridge ◽  
Seismic Action ◽  
Damage Level ◽  
Degree Of Protection ◽  
Seismic Scenarios ◽  
Earthquake Zone ◽  
High Degree

Bridges are considered as vital components that require a high degree of protection to guarantee their functionality, even after significant earthquakes. So, the damage evaluation of current conditions of these structures is considered a necessary tool for inspection, maintenance and rehabilitation. Seismic fragility curves of a common highway bridge structure, with simple-supported girders, for different seismic scenarios, are evaluated in this paper. The selected bridge is a RC system with rectangular piers, forming a frame substructure; the bridge piers reinforcement is designed using steel jackets. Damage fragility curves are again evaluated for the reinforced system and compared with the initial condition; for that, a non-linear analyses with Ruaumoko program are accomplished, using a Takeda constitutive model and the damage index proposed by Parket al. As an external seismic action, artificial accelerograms are obtained based on signals registered in the most hazardous earthquake zone of Mexico. The probability changes of a certain damage level are verified for the obtained results.

Calibration of the Ontario Highway Bridge Design Code 1991 edition

1994 ◽  
Vol 21 (1) ◽  
pp. 25-35 ◽  
Author(s):  
Andrzej S. Nowak ◽  
Hid N. Grouni
Keyword(s):  
Reinforced Concrete ◽  
Reliability Analysis ◽  
Prestressed Concrete ◽  
Highway Bridge ◽  
Live Load ◽  
Design Code ◽  
Reliability Indices ◽  
Resistance Factors ◽  
Load And Resistance Factors ◽  
Selection Of

The paper describes the calculation of load and resistance factors for the Ontario Highway Bridge Design Code (OHBDC) 1991 edition. The work involved the development of load and resistance models, the selection of the reliability analysis method, and the calculation of the reliability indices. The statistical models for load and resistance are reviewed. The considered load components include dead load, live load, and dynamic load. Resistance models are developed for girder bridges (steel, reinforced concrete, and prestressed concrete). A reliability analysis is performed for selected representative structures. Reliability indices are calculated using an iterative procedure. The calculations are performed for bridge girders designed using OHBDC 1983 edition. The resulting reliability indices are between 3 and 4 for steel girders and reinforced concrete T-beams, and between 3.5 and 5 for prestressed concrete girders. Lower values are observed for shorter spans (up to 30–40 m). The acceptance criterion in the selection of load and resistance factors is closeness to the target reliability level. The analysis confirmed the need to increase the design live load for shorter spans. Partial resistance factors are considered for steel and concrete. The criteria for the evaluation of existing bridges are based on the reliability analysis and economic considerations. Key words: bridge code, calibration, load factor, resistance factor, reliability index.

Equivalent area of voided slabs

1998 ◽  
Vol 25 (4) ◽  
pp. 797-801 ◽  
Author(s):  
Leslie G Jaeger ◽  
Baidar Bakht ◽  
Gamil Tadros
Keyword(s):  
Simple Expression ◽  
Technical Note ◽  
Axial Stiffness ◽  
Highway Bridge ◽  
Slab Thickness ◽  
Design Code ◽  
Bridge Design ◽  
Equivalent Thickness ◽  
Simple Alternative ◽  
Equivalent Area

In order to calculate prestress losses in the transverse prestressing of voided concrete slabs, it is sometimes convenient to estimate the thickness of an equivalent solid slab. The Ontario Highway Bridge Design Code, as well as the forthcoming Canadian Highway Bridge Design Code, specifies a simple expression for calculating this equivalent thickness. This expression is reviewed in this technical note, and a simple alternative expression, believed to be more accurate, is proposed, along with its derivation. It is shown that the equivalent solid slab thickness obtained from consideration of in-plane forces is also applicable to transverse shear deformations, provided that the usual approximations of elementary strength of materials are used in both cases.Key words: axial stiffness, equivalent area, shear deformation, transverse prestressing, voided slab, slab.

scholarly journals Evaluation for Relative Safety of RC Slab Bridge of Applying Limit State Design Code on Korean Highway Bridge

2013 ◽  
Vol 28 (5) ◽  
pp. 41-48 ◽  
Author(s):  
Jin-Woo Park ◽  
Hoon-Hee Hwang ◽  
Sin-Oh Kang ◽  
Kyung-Sik Cho ◽  
Woo-Jin Park
Keyword(s):  
Limit State ◽  
Highway Bridge ◽  
Design Code ◽  
Limit State Design ◽  
Relative Safety ◽  
Rc Slab

scholarly journals Comparison of International Brittle Fracture Design Code Provisions for Steel Bridges

2021 ◽  
pp. 036119812110366
Author(s):  
Michelle Y. X. Chien ◽  
Scott Walbridge ◽  
Bertram Kühn
Keyword(s):  
Brittle Fracture ◽  
Temperature Curve ◽  
Highway Bridge ◽  
Steel Bridge ◽  
Design Code ◽  
Design Rules ◽  
The North ◽  
The World ◽  
Harsh Climate ◽  
Structural Engineers

Brittle fracture is a major concern to structural engineers as it has significant consequences for safety and cost. Although modern day occurrences of brittle fracture are rare, it is well known that they can occur without warning and may lead to the sudden closure of a bridge, loss of service, expensive repairs, and/or loss of property or life. In Canada, steel bridge fracture is a particularly significant concern because of the harsh climate. If the toughness properties are improperly specified, many steels could be on the lower shelf of the toughness-temperature curve. A comparison of brittle fracture design provisions around the world reveals that more sophisticated approaches have been developed for modeling and understanding brittle fracture in existing and new bridges than those currently in use in North America, including Canada and the U.S.A. This paper describes the European brittle fracture provisions and presents a comparison of the North American and European design provisions using the example of a typical steel-concrete composite highway bridge. On the basis of this comparison, situations where one set of design rules may be more or less conservative are identified, and opportunities for improvement and areas warranting further study are highlighted.

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