Rehabilitation of Tappan Zee Bridge Using Precast Concrete Composite Deck Units

The criteria used for successful rehabilitation of decks of major bridges when it is not feasible to close the bridge to traffic are described. These criteria are described with specific reference to recent work on the trestle spans of the Tappan Zee Bridge over the Hudson River near New York City. The results of an experimental program conducted with a full-scale, 10-m-span, lightweight concrete slab-steel beam composite bridge deck unit intended for later use in rehabilitating the through-truss decks of the bridge are also described. Loading history included 107 cycles of flexural fatigue loading followed by a flexural load capacity test. Measured values of capacity and midspan deflection at this ultimate load level are compared with simplified analytical predictions. A description of the actual rehabilitation process used on the Tappan Zee Bridge deck is also provided.

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Behavior of Foam Particles Lightweight Concrete with Time

International Journal of Current Engineering and Technology ◽

10.14741/ijcet/v.8.4.13 ◽

2018 ◽

Vol 8 (04) ◽

Author(s):

Sohila A. El-Khouly ◽

Amr H. Zaher ◽

Ehab F. Sadek ◽

Khalid M. Hilal

Keyword(s):

Lightweight Concrete ◽

Load Level ◽

Experimental Results ◽

Time Dependent ◽

Flexural Behavior ◽

Unit Weight ◽

Experimental Program ◽

Sustained Load ◽

Polystyrene Foam ◽

Loading Test

Lightweight Concrete with polystyrene foam particles (LWC) was obtained through the use of polystyrene foam as a partial aggregate’s replacement to reduce the concrete dry unit weight from 23 KN/m3 to 18.50 KN/m3. This research presents an experimental and theoretical investigation in the long-term behavior of LWC in compression and flexure. Two experimental programs were conducted; namely, creep and shrinkage of LWC under compressive loading test, and the time-dependent flexural behavior of reinforced LWC beams. The main variable in the first experimental program was the percentage of sustained load, while the main variables in the second experimental program were the percentage of sustained load and the percentage of compression reinforcement. Experimental results showed that LWC exhibits a significantly higher time-dependent strain (shrinkage plus creep) than normal weight concrete (NWC) under sustained compressive load and at the same compressive strength, with an increasing percentage about 9%. The creep strains of LWC seemed to be proportional to the stress to strength ratio. The timedependent deflections of the LWC beams were higher than those of NWC beams with increasing percentage about 25%. Addition of compression steel reinforcement (As`) to LWC beams reduced time-dependent deflections. Sustained load level and LWC time-dependent deflection were directly proportional. Finally, models and equations proposed by different codes were used to evaluate the obtained experimental results. From the theoretical study, it was found that Bazant-Baweja B3 Model gave superior shrinkage strains prediction for LWC. The ACI 209R-92 presented preferable predictions of creep strain and time-dependent deflection of LWC.

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Structural Integrity Assessment of Precast Concrete Slabs Employing Conventional and Recycled Coarse Aggregates via Vibration Tests

Key Engineering Materials ◽

10.4028/www.scientific.net/kem.600.504 ◽

2014 ◽

Vol 600 ◽

pp. 504-513 ◽

Cited By ~ 1

Author(s):

Roberto Leal Pimentel ◽

Sandro Marden Torres ◽

Enildo Tales Ferreira ◽

Aluísio Braz de Melo

Keyword(s):

Structural Integrity ◽

Load Capacity ◽

Precast Concrete ◽

Damping Ratio ◽

Limit State ◽

Load Level ◽

Recycled Aggregate ◽

Recycled Aggregates ◽

Impact Excitation ◽

Integrity Assessment

Precast slabs were tested, consisting of ceramic blocks supported by concrete ribs and with a concrete topping a few centimeters thick. These structures are very common in Brazil, being employed for the construction of houses and small buildings. In one of the tested slabs, recycled coarse aggregate was employed while conventional aggregate (granite gravels and quartz sand) was employed in the other tested slab. This study is part of a broader experimental programme which was designed to assess the applicability of concrete containing recycled aggregates as conventional aggregate replacement. In order to get insight into the structural behavior of slabs with recycled aggregates, the main focus of this paper is to assess the effect of structural load level on vibration parameters (Resonance Frequency, Damping Ratio and Transit Time). Full scale slab structural integrity was assessed by following changes in these parameters via a vibration (modal) test employing impact excitation. The structures were tested for several static load ratios (load to ultimate loading ratios (55%, 82% and 98%)). Visual inspection of induced cracking was also performed. The results obtained indicate a reduction of stiffness in both slabs up to 50% of the stiffness of the respective uncracked structure, which followed a similar trend despite the aggregate types. As for the damping ratios, the recycled aggregate containing slab showed lower values in comparison to the control slab with conventional aggregate. Whereas the former results might indicate similar load capacity, the latter, in principle, may have implications for the vibration serviceability limit state of structures. However, although structures with lower damping ratio can potentially present vibration problems, these studied elements are not often subjected to excessive vibration in its service life.

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Flexural Behaviour of Reinforced Slab Panel System with Embedded Cold-formed Steel Frames as Reinforcement

Jurnal Teknologi ◽

10.11113/jt.v74.4607 ◽

2015 ◽

Vol 74 (4) ◽

Cited By ~ 1

Author(s):

Cher Siang Tan ◽

Yee Ling Lee ◽

Shahrin Mohammad ◽

Siong Kang Lim ◽

Yeong Huei Lee ◽

...

Keyword(s):

Concrete Slab ◽

Load Capacity ◽

Precast Concrete ◽

Steel Frames ◽

Control Sample ◽

Steel Frame ◽

Ultimate Load Capacity ◽

Hollow Section ◽

Average Value ◽

Cold Formed Steel

This paper presents the experimental investigation on flexural characteristic of slab panels with embedded cold-formed steel frame as reinforcement. Perforated cold-formed steel channel sections are formed into steel frames as replacement to the conventional reinforcement bars inside precast concrete slab panels. A series of six experimental specimens for precast slab panels were tested. The specimens with 3 configurations namely control sample (CS) with conventional reinforcement bars, single horizontal C-channel section (SH) and double horizontal C-channel sections (DH) formed into rectangular hollow section. Results show that the tested slab specimens failed at the flexural crack at mid-span, under loading point and shear at the support. Tearing of shear connector in the cold-formed steel section was found to be the main factor for the structural failure. SH specimens achieved the highest ultimate load capacity, with average value of 138.5 kN, followed by DH specimens, 116.5 kN, and the control samples, 59.0 kN. The results showed that the proposed reinforced slab panel with embedded cold-formed steel frame was more effective compared to conventional reinforced slab.

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Experimental Investigation into Flexural Performance of Reinforced Profiled Steel Decking

Key Engineering Materials ◽

10.4028/www.scientific.net/kem.879.243 ◽

2021 ◽

Vol 879 ◽

pp. 243-253

Author(s):

Mohammad Amirulkhairi Zubir ◽

Fadzil Mat Yahaya

Keyword(s):

Concrete Slab ◽

Load Capacity ◽

Cost Effective ◽

Element Model ◽

Experimental Program ◽

Conventional Concrete ◽

Flexural Performance ◽

Flexural Response ◽

Bending Capacity ◽

Full Scale Tests

Cold-formed profiled steel decking composite slab is one of the most widely used system of slab after conventional concrete slab for building structure. It is cost effective, straightforwardly designable and readily available in the market for construction. However due to modern architectural desire of large span building, this system weakness that is the requirement of temporary propped support may have an impact toward its cost effectiveness. Generally more propped support are required with the increase of slab span design.This paper present the result of laboratory test on the behavior of reinforced profiled steel decking under loading to increase the span for unpropped composite slabs construction. The load capacity of the steel decks was amplified by reinforcing cold formed C channel on the top flange of steel decks. The experimental program comprises 12 full-scale tests of three length with a set of modification of profiled steel decking using cold formed C channel.The result shown experimental evidence of the role played by the cold formed C channel on altering the cross section properties which supporting the bending capacity of the steel decks. The flexural response of the steel deck was examined using the LVDT instruments to capture the deformation at three points. The finding delivered by the experimental data for the performance of reinforced profiled steel decking are set as the base for the future verification of finite element model.

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Full-Scale Implementation and Testing of Full-Depth Precast Bridge Deck Panels

Transportation Research Record Journal of the Transportation Research Board ◽

10.3141/2522-01 ◽

2015 ◽

Vol 2522 (1) ◽

pp. 3-17

Author(s):

David M. Mante ◽

Hassan H. Abbas ◽

George E. Ramey ◽

Robert W. Barnes

Keyword(s):

Bridge Deck ◽

Precast Concrete ◽

Service Level ◽

Experimental Program ◽

Load Testing ◽

Loading Test ◽

Construction Joint ◽

Deck Panels ◽

Transverse Joint ◽

Static And Cyclic Loading

A bridge deck panel system using nonprestressed full-depth precast concrete bridge deck panels with continuous shear pockets was investigated. First, the research team performed conceptual improvement, design, detailing, and fabrication studies on a specific deck replacement system (System CD-2) previously proposed by NCHRP Project 12-65 researchers. Key improvements to the CD-2 deck panel system included modifications to the transverse joint coupler for ease of construction and the addition of a longitudinal staged-construction joint to expedite bridge deck replacement projects. Next, an experimental program was carried out to construct and perform service-level load testing on a full-size precast deck panel assemblage that incorporated the refinements. On the basis of static and cyclic loading test results, it was found that the modified CD-2 deck panel system as a whole performed satisfactorily with regard to AASHTO serviceability requirements.

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Development of a glass-fiber-reinforced-polymer bridge deck system

Canadian Journal of Civil Engineering ◽

10.1139/l06-129 ◽

2007 ◽

Vol 34 (3) ◽

pp. 453-462

Author(s):

Emile Shehata ◽

Aftab Mufti

Keyword(s):

Bridge Deck ◽

Load Level ◽

Fiber Reinforced Polymer ◽

Experimental Program ◽

Fiber Reinforced ◽

Glass Fiber Reinforced Polymer ◽

Shear Key ◽

Reinforced Polymer ◽

Glass Fiber Reinforced ◽

Service Load

Development of an efficient and durable bridge deck system is a priority for most highway departments worldwide. This paper summarizes the results of an experimental program designed to study the behaviour of innovative glass-fiber-reinforced-polymer (GFRP) bridge deck modules and their transverse connection. The deck consisted of a number of triangular filament-wound tubes bonded with epoxy resin. Pultruded GFRP laminates were adhered to the top and bottom of the tubes to create one modular unit. The experimental program described in this paper discusses the evolution of the last two generations of the bridge deck. The description of the first and second deck generations was presented in an earlier paper. For the third-generation GFRP deck, a full-scale prototype specimen was subjected to 2 × 106 cycles at 135% of the service load level and was tested to failure afterward. The fourth-generation bridge deck system was fabricated by optimizing the weight of the deck section and then tested to failure. The performance was evaluated on the basis of load capacity, failure mode, deflection at service load level, and stiffness degradation under cyclic loading. Another phase of the work was to establish a means of connecting adjacent deck panels. A GFRP shear key was designed, manufactured, and installed in a full-scale deck module to address this need. Assessment of the structural adequacy in both resisting repeated loading and transmitting loads between adjacent deck modules is presented. The GFRP deck system with and without the shear key was capable of resisting 2 × 106 cycles of an equivalent American Association of State Highway and Transportation Officials HS30-design truck wheel load plus the dynamic load allowance of the bridge deck.Key words: bridge decks, advanced composite materials, shear key, glass fibers, fiber-reinforced polymers, filament winding, pultrusion.

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Experimental Behavior of the Curved Continuous Twin I-Girder Composite Bridge with a Precast Concrete Slab Subjected to Bending, Shear, and Torsion

Advances in Civil Engineering ◽

10.1155/2020/8834773 ◽

2020 ◽

Vol 2020 ◽

pp. 1-16

Author(s):

Chuandong Shen ◽

Yifan Song ◽

Lei Yan ◽

Yuan Li ◽

Xueli Wang ◽

...

Keyword(s):

Failure Mode ◽

Concrete Slab ◽

Load Capacity ◽

Precast Concrete ◽

Plastic Hinge ◽

Local Buckling ◽

Design Load ◽

Symmetric Point ◽

Bridge Model ◽

Composite Bridge

In order to investigate the mechanical behavior, ultimate load carrying capacity, and failure mode of the intact curved continuous twin I-girder composite bridge (TGCB) with a precast concrete slab, one curved continuous composite bridge model with a scale ratio of 1 : 5 of a prototype bridge was designed and manufactured considering the influence of the construction sequence. Four symmetric point loads’ test was carried out. In this paper, load-deflection relationship and strain development of steel girders, concrete slab, and reinforcement at key sections were tested and analyzed. Failure mode, crack development, and major crack width at the top surface of the concrete slab in the hogging moment region were also reported. The experimental results demonstrated that the load capacity under the initial cracking level, cracking level with the width of 0.2 mm, and steel girder yielding state is about 1.7, 5.0, and 6.3 times of the design load, respectively. Due to the influence of curvature, the stiffness of the external girder is less than that of the internal girder. However, the ultimate bearing capacity is basically the same, approximately 13.6 times of the design load. During the loading process, plastic hinge was first observed at the intermediate support section as a result of the hogging moment which should be emphasized in design. The local buckling took place after yielding, indicating a class 2 section according to Eurocode 4. In addition, the TGCB had good ductility since the displacement ductility coefficients of the external and internal girders were 4.40 and 4.06, respectively.

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