Measurements of a Steel Orthotropic Deck under Crawl Loading

2011 ◽  
Author(s):  
S. Roy ◽  
R. S. D. Alapati ◽  
N. K. Manandhar ◽  
J. W. Fisher
Keyword(s):  
Steel Orthotropic Deck

Floor-Beam Web Cutout Shape Analysis to Improve the Fatigue Resistance in Orthotropic Steel Bridge Decks

2010 ◽  
Vol 452-453 ◽  
pp. 161-164 ◽  
Author(s):  
Chun Sheng Wang ◽  
Qin Zhang ◽  
Tao Zhang ◽  
Ya Cheng Feng
Keyword(s):  
Bridge Deck ◽  
Fatigue Cracks ◽  
Bridge Decks ◽  
Steel Bridges ◽  
Steel Bridge ◽  
Analysis Model ◽  
Critical Question ◽  
Static Test ◽  
Orthotropic Steel Decks ◽  
Steel Orthotropic Deck

The modern steel orthotropic decks have been used in steel bridges for 60 years all over the world because of its super structural advantages. Recently, more bridge owners, engineers and researchers pay more attention to the fatigue problem of orthotropic steel decks for a large number of fatigue cracks found in steel bridges. For example, bridge engineers have detected hundreds of fatigue cracks in steel orthotropic deck on the 888-meter long box girder of Humen Bridge only ten years after opening to traffic. How to design or repair the fatigue details in orthotropic steel decks is the critical question to be solved at first step. In current paper, the elaborate numerical analysis model of the orthotropic steel bridge decks was developed using ANSYS software with different floor-beam web cutouts shapes, such as conventional ellipse, circular, trapezoid and Haibach web cutouts. The finite element models were calibrated by static test of one full size orthotropic steel bridge deck model. According to the analysis results, it should select the rational cutout shapes based on actual load and structural conditions in steel bridge deck design and strengthening.

Steel Orthotropic Deck Systems – Ideal Solution for 200 Year Bridges

2019 ◽  
Author(s):  
Sougata Roy
Keyword(s):  
New York ◽  
Life Cycle Cost ◽  
Bridge Decks ◽  
Fatigue Cracking ◽  
Cost Effective ◽  
Service Performance ◽  
Modular System ◽  
Analysis And Design ◽  
Advanced Analysis ◽  
Steel Orthotropic Deck

<p>Time dependent deterioration of bridge decks, directly subjected to: repeated abrasive loading from passing vehicles; the elements of weather; and winter maintenance agents, is the key challenge to achieving a 200 Year Bridge Design. In-service performance and laboratory tests over the past several decades have demonstrated that the steel orthotropic deck is the only system likely to accomplish this goal. Nevertheless, implementation of this deck system has been mostly limited to long span signature bridges, movable bridges, and temporary structures. The primary impediments to more wider application of orthotropic decks are lack of robust standards, increased efforts required for advanced analysis and design, relatively high initial cost owing to intensive fabrication, and most importantly due to concerns regarding higher possibility of in-service fatigue cracking from a large number of welded connections. This manuscript presents a standard deck design, developed based on the lessons learnt from a number of orthotropic bridge decks implemented in the greater New York region and the knowledgebase accumulated over the years from research and service performance of this deck around the world, which can be widely implemented as a prefabricated modular system towards durable, sustainable and life-cycle cost-effective design of the 200 Year Bridge.</p>

Fatigue Damage Evaluation and Retrofit of Steel Orthotropic Bridge Decks

2009 ◽  
Vol 413-414 ◽  
pp. 741-748 ◽  
Author(s):  
Chung Sheng Wang ◽  
Ya Cheng Feng ◽  
Lan Duan
Keyword(s):  
Fatigue Damage ◽  
Fatigue Cracks ◽  
Bridge Decks ◽  
High Capacity ◽  
Suspension Bridge ◽  
Repeated Loading ◽  
Damage Analysis ◽  
Deck Plate ◽  
Fatigue Damage Analysis ◽  
Steel Orthotropic Deck

Since the first application of steel orthotropic deck in bridges, engineers have shown great interest in the popularization of steel decks, based on their various advantages like light-weight, high capacity and so on. However, because of their complex configurations, repeated loading, and stress concentration, many details of steel orthotropic bridge decks are fatigue-sensitive. Recently, considerable increase in traffic volume and wheel loads has caused a number of fatigue cracks in steel orthotropic bridge decks in China. For example, bridge engineers have detected thousands of fatigue cracks in steel orthotropic deck on the main box girder of Humen Bridge only ten years after opening to traffic, which is the first modern suspension bridge with the main span of 888 meters in China. So the bridge owners pay more attention to evaluate the locations of fatigue damages. In current paper, the standard section of the real bridge deck was simulated and a kind of typical fatigue cracks was selected to analyze their fatigue life using S-N curve, the fatigue damage analysis was carried out on the longitudinal ribs to deck plate connections. The fatigue damage analysis results were consistent with the observations from real bridge decks.

Research on Static and Dynamic Tests of Steel Orthotropic Decks

2011 ◽  
Vol 94-96 ◽  
pp. 1291-1297
Author(s):  
Xiao Guang Liu ◽  
Xin Xin Zhao ◽  
Yu Ling Zhang
Keyword(s):  
Principal Stress ◽  
Bridge Deck ◽  
Dynamic Test ◽  
Vertical Stress ◽  
Steel Bridge ◽  
Stress Range ◽  
Longitudinal Stress ◽  
Impact Coefficient ◽  
Steel Orthotropic Deck ◽  
The Web

The static and crawl tests on the steel orthotropic deck of Xihoumen bridge were performed, which is to study the mechanical behavior and stress history curve of the construction details under traffic loading. The results of the tests reveal that, under the three-axle-weighted 30 t truck, the biggest value of longitudinal stress for the bottom of rib is 51.7MPa，the value of principal stress for the hole upper of diaphragm is 30.8MPa and transversal stress for the deck is 16.7MPa. the length of longitudinal influence line of transversal stress for the deck and vertical stress for the web of rib is about 7.2m. The influences of the principal stress for the opening upper of diaphragm and longitudinal stress for the bottom of rib are 5.4m and10.8m, respectively. Furthermore, the stress range and cycle times were analyzed by sluicing method. Under the condition of the craw tests, cycles of the key details that the stress range is larger than 5MPa for steel orthotropic deck are as follows: the longitudinal stress for the bottom of rib is three times and the biggest value of range is 60.1MPa: the transversal stress for the deck is three times and the biggest value of range is 26.8MPa: the vertical stress for the web of rib is four times and the biggest value of range is 16.1MPa: the principal stress for the hole upper of diaphragm is two times. Finally, Based on the results of dynamic test, and considering the specifications on impact coefficient by various countries, we suggest that impact coefficient shall be adopted in the calculation of fatigue of steel bridge deck; the joints on bridge deck 1+=1.75; for other parts, the calculation of each structure details of longitudinal ribs and deck, 1+=1.0; for calculating lateral girder (diaphragm) details, 1+=1.15.

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