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1
Bakht, Baidar, and Akhilesh C. Agarwal. "Deck slabs of skew girder bridges." Canadian Journal of Civil Engineering 22, no. 3 (1995): 514–23. http://dx.doi.org/10.1139/l95-060.
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Canadian codes allow the design of concrete deck slabs of slab-on-girder bridges by taking account of the internal arching action that develops in these slabs under concentrated wheel loads in particular. Provided that certain prescribed conditions are met, a deck slab is deemed to have met the design criteria if it is provided with a top and a bottom layer of steel reinforcement with each layer consisting of an orthogonal mesh of steel bars in which the area of cross section of the bars in each direction is at least 0.3% of the effective area of cross section of the deck slab. For deck slabs of bridges having skew angles greater than 20°, the codes require the minimum amount of reinforcement to be doubled in the end zones near the skew supports. Model testing has shown that need for such an increase can be eliminated by providing composite end diaphragms with high flexural rigidity in the horizontal plane. The proposed concept is tested on a model of fibre-reinforced concrete deck without steel reinforcement in which deficiencies in the confinement of the deck slab readily manifest themselves in form of a bending, rather than punching shear, failure. Key words: highway bridges, bridge decks, deck slabs, skew deck, skew bridges, fibre-reinforced concrete decks.
2
Mufti, Aftab A., Leslie G. Jaeger, Baidar Bakht, and Leon D. Wegner. "Experimental investigation of fibre-reinforced concrete deck slabs without internal steel reinforcement." Canadian Journal of Civil Engineering 20, no. 3 (1993): 398–406. http://dx.doi.org/10.1139/l93-055.
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It is now well established that concrete deck slabs of slab-on-girder bridges subjected to concentrated loads develop an internal arching system provided that certain conditions of confinement of the concrete are met. Because of this arching system, the deck slab, being predominantly in compression, fails in punching shear rather than in flexure. This aspect of deck slab behaviour, coupled with the corrosion problems associated with steel reinforcement in concrete, has prompted the authors to investigate the feasibility of fibre-reinforced concrete decks that are entirely devoid of steel. Through tests on a small number of half-scale models, it has been established that fibre-reinforced concrete slab with inexpensive non-ferrous fibres is indeed feasible, provided that the top flanges of the steel girders are connected just below the deck by transverse steel straps and the concrete deck is joined to the girders and diaphragms by shear connectors. The straps and shear connectors together provide the restraint necessary for development of the internal arching system in the slab, whilst the fibres control cracking due to the effects of shrinkage and temperature in the concrete. This paper describes the exploratory model tests and presents their results. Key words: deck slab, fibre-reinforced concrete, internal arching, punching shear, slab-on-girder bridge.
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Saber, Aziz, and Ashok Reddy Aleti. "Behavior of FRP Link Slabs in Jointless Bridge Decks." Advances in Civil Engineering 2012 (2012): 1–9. http://dx.doi.org/10.1155/2012/452987.
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The paper investigated the use of fiberglass-reinforced plastic (FRP) grid for reinforcement in link slabs for jointless bridge decks. The design concept of link slab was examined based on the ductility of the fiberglass-reinforced plastic grid to accommodate bridge deck deformations. The implementation of hybrid simulation assisted in combining the experimental results and the theoretical work. The numerical analyses and the experimental work investigated the behavior of the link slab and confirmed its feasibility. The results indicated that the technique would allow simultaneous achievement of structural need, lower flexural stiffness of the link slab approaching the behavior of a hinge, and sustainability need of the link slab. The outcome of the study supports the contention that jointless concrete bridge decks may be designed and constructed with fiberglass-reinforced plastic grid link slabs. This concept would also provide a solution to a number of deterioration problems associated with bridge deck joints and can be used during new construction of bridge decks. The federal highway administration provided funds to Louisiana Department of Transportation through the innovative bridge research and development program to implement the use of FRP grid as link slab.
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Amruta, Shelke, and Vijaykumar P. Bhusare. "Bubble Deck Slab." Journal of Advances and Scholarly Researches in Allied Education 15, no. 2 (2018): 466–69. http://dx.doi.org/10.29070/15/56869.
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Bakht, Baidar. "Revisiting arching in deck slabs." Canadian Journal of Civil Engineering 23, no. 4 (1996): 973–81. http://dx.doi.org/10.1139/l96-902.
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The arching action in concrete deck slabs of girder bridges is generally recognized and is utilized by the Ontario Highway Bridge Design Code, and some other codes, to specify an empirical design method which leads to considerable savings in the amount of reinforcement. Despite this general recognition, there are some aspects of the arching action that are yet to be explored. To the knowledge of the author, all reported laboratory and field tests on deck slabs exploring its arching action under applied loads have been conducted by measuring strains in the bottom transverse reinforcement midway between the girders. Based on the results of tests on a full-scale model of a deck slab, it has been confirmed in this note that the transverse bottom reinforcement in the deck slab acts as a tie to the internal transverse arch in the slab. Because of embedment in concrete, the force in this reinforcement is the smallest midway between the girders, and not the largest as would be the case if the slab were in pure bending. Key words: arching in slabs, deck slabs, girder bridge, punching shear, steel-free deck slabs.
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Husain, Iqbal, and Dino Bagnariol. "Design and Performance of Jointless Bridges in Ontario: New Technical and Material Concepts." Transportation Research Record: Journal of the Transportation Research Board 1696, no. 1 (2000): 109–21. http://dx.doi.org/10.3141/1696-14.
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It is well recognized that leaking expansion joints at the ends of bridge decks have led to the premature deterioration of bridge components. The elimination of these maintenance-prone joints not only yields immediate economic benefits but also improves the long-term durability of bridges. In Ontario, Canada, “jointless” bridges have been used for many years. Recently, the use of two main types of these bridges has increased dramatically. The first type is an “integral abutment” bridge that comprises an integral deck and abutment system supported on flexible piles. The approach slabs are also continuous with the deck slab. The flexible foundation allows the anticipated deck movements to take place at the end of the approach slab. Control joint details have been developed to allow movements at this location. The second type is a “semi-integral abutment” bridge that also allows expansion joints to be eliminated from the end of the bridge deck. The approach slabs are continuous with the deck slab, and the abutments are supported on rigid foundations (spread footings). The superstructure is not continuous with the abutments, and conventional bearings are used to allow horizontal movements between the deck and the abutments. A control joint is provided at the end of the approach slab that is detailed to slide in between the wing walls. Some of the design methods and construction details that are used in Ontario for integral and semi-integral abutment bridges are summarized. A review of the actual performance of existing bridges is also presented.
7
Marshe, Sylvanus, and Mark F. Green. "Punching behaviour of composite bridge decks transversely prestressed with carbon fibre reinforced polymer tendons." Canadian Journal of Civil Engineering 26, no. 5 (1999): 618–30. http://dx.doi.org/10.1139/l99-027.
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Composite bridge decks under concentrated wheel loading develop compressive membrane action that tends to increase significantly the strength of the deck slab. Transverse prestressing of the deck slab can improve the compressive membrane action and allow a reduction in the slab thickness. With a reduced thickness, however, durability is a concern with steel prestressing tendons. By using fibre reinforced polymer prestressing tendons, the durability of the bridge deck slab can be improved. This paper describes an experimental investigation to study the punching behaviour of composite bridge decks transversely prestressed with carbon fibre reinforced polymer (CFRP) tendons. Six panels of a 1/4.04-scale model of a simply supported composite bridge deck are tested under a static concentrated wheel loading. The results are compared to those from a previous similar study using steel prestressing tendons. It is shown that it is feasible to use CFRP tendons to transversely prestress composite bridge decks, and that the CFRP prestressed bridge deck shows better overall structural performance than the steel prestressed deck. The lack of plasticity of the CFRP tendons is not a concern in this application.Key words: composite bridge deck, concrete, compressive membrane action, punching shear, prestressing, advanced composite material (ACM), fibre reinforced polymer (FRP).
8
Bakht, Baidar, and Ahmed Aly. "Testing in isolation of transverse confining systems for steel-free deck slabs." Canadian Journal of Civil Engineering 25, no. 4 (1998): 789–96. http://dx.doi.org/10.1139/l97-125.
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The provisions of the forthcoming Canadian Highway Bridge Design Code are noted for the design of the external transverse confining system for steel-free deck slabs of girder bridges; according to these provisions, the transverse straps comprising the confining system are required to have a certain minimum axial stiffness, and their connection strength with the deck slab is also specified. The axial stiffness of the straps and their connection strength were studied with the help of pull-out tests on mirror-image models of isolated segments of the deck slab and four different types of strap systems. Three of the tested systems were found to be adequate, and the fourth was considered inadequate because of insufficient connection strength.Key words: arching in slabs, cruciform strap, deck slab, girder bridge, partially studded strap, punching shear, steel-free deck slab, transverse confinement.
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Son, Dong-Hee, Hyo-Jun Ahn, Joo-Hong Chung, Baek-Il Bae, and Chang-Sik Choi. "Deflection Estimation Based on the Thermal Characteristics of Composite Deck Slabs Containing Macro-Synthetic Fibers." Materials 14, no. 14 (2021): 4052. http://dx.doi.org/10.3390/ma14144052.
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The purpose of this study was to evaluate the structural performance of composite deck slabs containing macro-synthetic fibers. after a fire by proposing a deflection estimation method for non-fireproof structural decks. Therefore, this study evaluated the fire resistance performance and deflection of deck slabs mixed with macro-synthetic fibers. Afterward, the deflection estimation method considering the thermal characteristics of concrete and deck plates was proposed. A material test was first conducted to evaluate the mechanical properties of concrete mixed with macro-synthetic fibers. This test found that the compressive strength and elasticity modulus of concrete mixed with macro-synthetic fibers was greater than that of general concrete. A flexural tensile test confirmed that residual strength was maintained after the maximum strength was achieved. The fire resistance of the deck slab was adequate even when a fire-resistant coating was not applied. The internal temperature was lowest for the specimen with macro-synthetic fibers. Deflection was evaluated using previously published equations and standards. The deflection evaluation confirmed that the temperature distribution should be applied differently in the estimation method that uses the thermal load of the deck slab.
10
Aziz, Zalena Abdul, and Lek Heng Chan. "Bubble Deck Slab System: A Review on the Design and Performance." International Journal for Innovation Education and Research 9, no. 9 (2021): 575–88. http://dx.doi.org/10.31686/ijier.vol9.iss9.3397.
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The conventional floor slab has few drawbacks of giving little structural support and posing a large amount of self-weight to a building. Therefore, bubble deck slab system is introduced to tackle these limitations. This paper aims to provide a comprehensive review of the bubble deck slab system on its design and performance. A systematic literature review was conducted in this paper based on the selected journal and articles through the database search engine. The findings will better understand the feasibility of the bubble deck slab system and its potential as a viable replacement for the conventional floor slabs.
11
Liu, Han Yong, Shang Chuan Zhao, and Long Li. "Study on Bridge Deck Link Slabs of Simply Supported Girder Bridges." Advanced Materials Research 1079-1080 (December 2014): 280–85. http://dx.doi.org/10.4028/www.scientific.net/amr.1079-1080.280.
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Accordingto the status of seriously early disease, the diseases investigation and causesanalysis were performed on bridge deck link slabs. The results show thattransverse cracks and pot holes are the main forms of diseases of bridge decklink slabs. The main reason of diseases for bridge deck link slabs is the lightstructure, mechanical complex, unclearly to the performance under force, anddifficult to guarantee the quality of construction. According to the causes ofdiseases, the linear elastic analysis was performed on bridge deck link slabunder loading. The formula of maximum tensile stress of concrete in bridge decklink slab is derived. The main factors affecting the internal force of bridgedeck link slab were analyzed. The suitable structure of bridge deck link slabsis proposed.
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Xu, Xiaoqing, and Yuqing Liu. "Load Capacities of Steel and Concrete Composite Bridge Deck Slab with Haunch." Advances in Civil Engineering 2017 (2017): 1–15. http://dx.doi.org/10.1155/2017/3295303.
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An innovative steel and concrete composite bridge deck slab using bent bars and epoxy as shear connectors was proposed. Four slab specimens with different types of concrete were fabricated and tested to study the load capacities of positive and negative moment regions of the slabs. The cracking and ultimate loads of the specimens were recorded and compared with the results calculated through the reinforced concrete theory and with the design load of the bridge deck slab. It was found that reinforced concrete theory can generally be applied for the proposed slab as well. The effectiveness of the shear connector design of the proposed slab was validated. Meanwhile, the unfavourable effect of the haunch on the shear capacities of the positive moment region of steel and concrete composite bridge deck slab was observed.
13
Yaagoob, Ali H., and Ibrahem S. Harba. "Behavior of Self Compacting Reinforced Concrete One Way Bubble Deck Slab." Al-Nahrain Journal for Engineering Sciences 23, no. 1 (2020): 1–11. http://dx.doi.org/10.29194/njes.23010001.
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Reinforced concrete slab with plastic voids (Bubbled Deck system) is a new type of slabs which has two-dimensional arrangement of voids within the slab that is developed to decrease the slab self-weight while maintaining approximately the same load carrying capacity as compared with the solid slabs. Plastic voided slabs have the ability to reduce concrete amount by about 30 percent and this reduction is so important in terms of cost saving and enhancement the structural performance. In this research paper investigation is carried out to study the shear strength behavior of one-way bubble deck slab using self-compacting reinforced concrete. The experimental program consists of testing thirteen one-way slabs with dimensions of (1700 length, 700 width and 150 thick) mm. One of the tested slabs is a solid slab (without balls) is used as a reference, the remaining twelve bubbled slabs with ball diameter (73, 60) mm are divided into five groups according to the parameters of the experimental work, the parameters of the experimental work include: type of slab (bubble and solid slabs), ball diameter (73, 60) mm, shear reinforcement and spacing between balls. The experimental results showed that the bubbled slabs without shear reinforcement have a decrease in the ultimate load as compared to solid slab by about 3.7% to 14.3% and an increase in the deflection at ultimate load by about 10% to 22%, at the same time the first crack load decreases by about 15.3% to 42.4% as compared to solid slab due to decreases of moment of inertia of bubble slab compared to solid slab. Also, the results showed that the bubbled slabs withe shear reinforcement (multi-leg) have an increase in the ultimate load as compared to solid slab by about 35.4% to 57.3% and an increase in the deflection at ultimate load by about 1% to 15%, at the same time the first crack load decreases by about 2.8% to 27.4% as compared to solid slab.
14
Notkus, Algirdas J. "FORCES IN REINFORCED CONCRETE BRIDGE DECK SLABS/TILTŲ PERDANGŲ GELŽBETONINĖS PLOKŠTĖS ĮRĄŽOS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 2, no. 8 (1996): 52–59. http://dx.doi.org/10.3846/13921525.1996.10590172.
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A distinct difference between forces, especially bending moments, in slabs of slab-and-beam deck of reinforced concrete bridges, determined by the methods of analysis, applied in the former USSR and France, is pointed out in the article. The essence of calculation of forces in the slab due to bridge loads is presented. Deformations of deck as a spatial structure are resolved into local between beams and spatial characteristics for the whole deck. Local bending slab moments due to local deformations are calculated approximately using diagrams of a continuous and with built-in-end beam. It is shown that forces only due to local deformations are evaluated in the method of the former USSR. A more accurate modelling of deck slab behaviour is obtained by using spatial diagrams composed of plate and beam elements or of spatial diagrams composed of plate and beam elements or of even more accurate shell-type elements. Calculations have been performed by the use of three finite-element method programs Lira, Gifts and Staad3. Decks of various length and width are loaded with combinations of permanent and variable, traffic AK and HK-80 loads. More accurately strain and stress states are modelled in non-linear calculations accounting for non- elastic deformation and cracking of slab concrete as well as cracking of beams. The investigation of results has shown that the method of the former USSR, still applied in Lithuania today, erroneously evaluates slab load-effect resulting in unacceptedly reduced positive bending moments in the larger central deck part. Recommendations to calculate these load-effects are proposed. By simplified two-stage- design methods in use to-day when at the first stage basic load effects Mo and Qoare calculated employing diagrams of simple beam (USSR), or that of slab supported on two sides (France), and in the second stage design loads-effects are determined by multiplication of basic values and coefficients. Recommended values of such coefficients for basic bending moments Mo determined by beam method are shown in Fig. 7a, and those by slab method—in Fig. 7b. Other recommendations for evaluation of shear forces and longitudinal moments are also presented.
15
Khanna, O. Shervan, Aftab A. Mufti, and Baidar Bakht. "Experimental investigation of the role of reinforcement in the strength of concrete deck slabs." Canadian Journal of Civil Engineering 27, no. 3 (2000): 475–80. http://dx.doi.org/10.1139/l99-094.
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To study systematically the role of each layer of steel reinforcement in conventionally reinforced deck slabs of girder bridges, a full-scale model was built of a 175 mm thick concrete deck slab on two steel girders with a center-to-center spacing of 2.0 m. The 12 m long deck slab was conceptually divided into four 3 m long segments, identified as segments A, B, C, and D. Segment A contained isotropic steel reinforcement in two layers, conforming to the requirements of the Ontario Highway Bridge Design Code (OHBDC). Segment B contained only the bottom layer of steel reinforcement. Segment C contained only the bottom transverse steel bars. Segment D contained only bottom transverse glass fibre reinforced polymer (GFRP) bars having the same axial stiffness, but 8.6 times the axial tensile strength, as those of the steel bars in segment C. Each segment of the deck slab was tested to failure under a central concentrated load, simulating the dual tire footprint of 250 × 500 mm dimension of a typical commercial vehicle. All segments failed in the punching shear mode. The failure loads for the four segments were found to be 808, 792, 882, and 756 kN, respectively; these failure loads are similar in magnitude to that of a 175 mm thick steel-free deck slab with steel straps having nearly the same cross-sectional area per metre length of the slab as those of the bottom transverse steel bars in the first three segments. The tests on the four segments of the full-scale model have confirmed that (i) only the bottom transverse reinforcement influences the load carrying capacity of a reinforced concrete deck slab and (ii) the stiffness of the bottom transverse reinforcement, rather than its strength, is of paramount importance.Key words: arching, deck slab, FRP, shake down, slab-on-girder bridge.
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Kim, Kyoung Woo, Hye Kyung Shin, Jong-Young Park, and Jin Yun Chung. "Vibration and Floor Impact Sound Isolation Performance in Bubble Deck Slab." Key Engineering Materials 777 (August 2018): 523–27. http://dx.doi.org/10.4028/www.scientific.net/kem.777.523.
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The bubble deck slab has been applied to various buildings due to many advantages including the slab load alleviation and structural stability. The bubble deck slab should not only ensure structural stability but also satisfy the performance standards of floor impact sound required legally to be applied to apartments. This study investigated the characteristics of reduction in vibration and floor impact sound in apartments where the bubble deck slab was applied. The measurement results of vibration characteristics showed that the bubble deck slab had a similar natural frequency with that of the solid slab from a frequency (each of 16.7 Hz and 11.1 Hz) where the first mode was formed but the vibration level of the bubble deck slab at the low frequency band (80 Hz or lower), which was affected by the heavy-weight impact sound, was relatively smaller than that of the solid slab. The bubble deck slab showed a comparable or better performance in the insulation of the floor impact sound compared to that of the solid slab.
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SILVA, A. R., and P. B. SILVA. "Nonlinear numerical analysis of composite slabs with steel decking." Revista IBRACON de Estruturas e Materiais 12, no. 5 (2019): 972–97. http://dx.doi.org/10.1590/s1983-41952019000500002.
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Abstract The composite slabs behavior is governed by longitudinal shear at the interface between the steel deck and concrete, which is developed in slabs under simple bending. The m-k method and the partial connection method, that are used in the evaluation of shear strength at the steel-concrete interface of composite slabs, are based on expensive and long-term experimental tests. The main objective of this work is to implement a finite element model for nonlinear numerical analysis of concrete slabs with steel decking. For this, flat shell elements are implemented, considering Reissner-Mindlin and Kirchoff plate theories, bar elements, considering the beam theory of Tymoshenko, and interface elements. In the numerical analyzes presented in the present work, the steel deck and the concrete slab, of thickness given by the total height of the slab less the height of the steel deck, are modeled with flat shell elements. The concrete rib is modeled with bar elements. The contact between steel deck and concrete is modeled through interface elements. The geometric and material nonlinearities are considered in the numerical analysis. The analyzed examples validate the numerical model suggested in this work, presenting the advantage of using a two-dimensional discretization of the problem while in comparative numerical models are uses a three-dimensional discretization of the concrete slab.
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Waghule, Ashwini, and Harshal S. Patil. "Review Paper on “Bubble Deck Slab”." Journal of Advances and Scholarly Researches in Allied Education 15, no. 2 (2018): 686–90. http://dx.doi.org/10.29070/15/56954.
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Castro, María. "Structural design of asphalt pavement on concrete bridges." Canadian Journal of Civil Engineering 31, no. 4 (2004): 695–702. http://dx.doi.org/10.1139/l04-032.
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Traditional methods for the structural design of pavement cannot be applied to the design of pavement on bridge decks. In this paper, a new method for the structural design of asphalt pavement on concrete bridge decks is presented. The method can be applied to pavement on girder, slab, and box-girder bridges and can be used whatever the considered degree of bonding between pavement and deck. The method consists of modelling the deck as a two-layer system and then calculating stresses and strains in the pavement–deck system by means of a multilayer system. The proposed methodology has been applied to study the behaviour of asphalt concretes, porous asphalts, and stone matrix asphalts on girder, slab, and box-girder bridges. There is a conclusion of this application that stands out for its practical character. The stone matrix asphalts have the best performance if fatigue is the main concern.Key words: bridge decks, asphalt pavement, design.
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Lakshmikandhan, K. N., P. Sivakumar, R. Ravichandran, and S. Arul Jayachandran. "Investigations on Efficiently Interfaced Steel Concrete Composite Deck Slabs." Journal of Structures 2013 (August 4, 2013): 1–10. http://dx.doi.org/10.1155/2013/628759.
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The strength of the composite deck slab depends mainly on the longitudinal shear transfer mechanism at the interface between steel and concrete. The bond strength developed by the cement paste is weak and causes premature failure of composite deck slab. This deficiency is effectively overcame by a shear transferring mechanism in the form of mechanical interlock through indentations, embossments, or fastening studs. Development of embossment patterns requires an advanced technology which makes the deck profile expensive. Fastening studs by welding weakens the joint strength and also escalates the cost. The present investigation is attempted to arrive at a better, simple interface mechanism. Three types of mechanical connector schemes are identified and investigated experimentally. All of the three shear connector schemes exhibited full shear interaction with negligible slip. The strength and stiffness of the composite slabs with shear connectors are superior about one and half time compared to these of the conventional reinforced concrete slabs and about twice compared to these of composite slabs without mechanical shear connectors. The scheme2 and scheme3 shear connector mechanisms integrate deck webs and improve strength and stiffness of the deck, which can effectively reduce the cost of formworks and supports efficiently.
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Yan, Banfu, Qiqi Zou, You Dong, and Xudong Shao. "Application of PZT Technology and Clustering Algorithm for Debonding Detection of Steel-UHPC Composite Slabs." Sensors 18, no. 9 (2018): 2953. http://dx.doi.org/10.3390/s18092953.
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A lightweight composite bridge deck system composed of steel orthotropic deck stiffened with thin Ultra-High Performance Concrete (UHPC) layer has been proposed to eliminate fatigue cracks in orthotropic steel decks. The debonding between steel deck and UHPC layer may be introduced during construction and operation phases, which could cause adverse consequences, such as crack-induced water invasion and distinct reduction of the shear resistance. The piezoelectric lead zirconate titanate (PZT)-based technologies are used to detect interfacial debonding defects between the steel deck and the UHPC layer. Both impedance analysis and wave propagation method are employed to extract debonding features of the steel-UHPC composite slab with debonding defect in different sizes and thicknesses. Experimental tests are performed on two steel-UHPC composite slabs and a conventional steel-concrete composite deck. Additionally, an improved Particle Swarm Optimization (PSO)-k-means clustering algorithm is adopted to obtain debonding patterns based on the feature data set. The laboratory tests demonstrate that the proposed approach provides an effective way to detect interfacial debonding of steel-UHPC composite deck.
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Kim, Seung Hun, and Seong Uk Hong. "Flexural Strength Evaluation of one-Way Void Deck Plate Slab with Polystyrene Foam." Applied Mechanics and Materials 166-169 (May 2012): 964–68. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.964.
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Use of hollow material in deck plate can reduce slab weight and improve the performance of fixing and installing hollow material. In this study, one-directional slabs were experimented with presence or absence of hollow material and deck plate depth etc as variable to evaluate the bending performance of deck plate that includes rectangular cross-section polystyrene hollow material. As a result of the experiment, when compared with the deck plate without hollow material, deck plate with hollow material was found to have similar bending yield strength and deformation performance. In addition, hollow material deck plate was evaluated to have greater strength performance than bending strength provided in ACI318-08 standard.
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Sofyan, Muhammad, Abdul Rokhman, and Ade Okvianti Irlan. "Analisis Perbandingan Metode Desain Pelat Beton Konvensional Terhadap Slab Steel Deck Komposit." FORUM MEKANIKA 8, no. 1 (2019): 36–42. http://dx.doi.org/10.33322/forummekanika.v8i1.428.
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Like other structures, floor slabs also develop over time. The shorter time demands of work with lower costs are one reason for the development of structures in the construction of houses. Floor plate work can be done with two methods The conventional floor tiles of many multilevel buildings use reinforcement to bear the positive moment. While for carrying positive reinforcement, other materials can be used, namely Steel Deck Slab which will cause a composite action on the plate. The research has been conducted on the design of composite steel decks in Indonesia. The purpose of this study was to find out and compare the Capacity Efficiency of the conventional plate design and the composite Composite Steel Deck Slab with variations in plate thickness 8, 10 and 12 cm and compare the nominal moment of the cross section. By comparing these two types of plates the design engineer can determine the optimal dimensions.
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Azad, Abul K., Mohammed H. Baluch, and Aejaz Ali. "Analysis of continuous curved girder-slab bridges." Canadian Journal of Civil Engineering 16, no. 6 (1989): 895–901. http://dx.doi.org/10.1139/l89-132.
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A static analysis of horizontally curved, continuous multigirder slab type bridge decks has been proposed using finite difference method in conjunction with the method of consistent deformation. The deck is idealized as a curved thin plate supported by flexible supports having both vertical and rotational flexibility. The proposed Levy-type series solution requires generation of linear equilibrium difference equations only along the central radial line of the deck, thus obviating the need of a large computational molecule. The simple repetitive algorithm for this method of analysis is an advantage in computer programming. Key words: bridges (curved), beams (curved), structural analysis, computation, concrete, steels, moments.
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Handayani, Anjas, and Mochamad Elvan Reza. "COMPARISON OF CONVENTIONAL SLAB AND METAL DECK COMPOSITE SLAB METHOD TO TIME AND COST IN TRANSPARK CIBUBUR PROJECT." Neutron 20, no. 01 (2020): 56–62. http://dx.doi.org/10.29138/neutron.v20i01.49.
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in the implementation of the Transpark Cibubur project, especially in Tower C Apartment there are several problems in conventional slab methods including the need for a longer construction time. With some thoughts and considerations, the work method of floor slab was changed from conventional method to metal deck composite slab method. In this research, a comparative of conventional slab and metal deck composite slab method in Tower C of the Cibubur Transpark Project is the object of research to compare the two methods to speed of implementation and cost requirements. The analysis results show in Tower C 16th to 19th floor for metal deck composite slab method is more expensive than conventional slab method with a cost difference Rp. 137.252.215,54. While in terms of work time, conventional slab method are longer than metal deck composite slab method with a time difference for 25 days.
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Avudaiappan, Siva, Erick I. Saavedra Flores, Gerardo Araya-Letelier, et al. "Experimental Investigation on Composite Deck Slab Made of Cold-Formed Profiled Steel Sheeting." Metals 11, no. 2 (2021): 229. http://dx.doi.org/10.3390/met11020229.
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An experimental investigation is performed on various cold-formed profiled sheets to study the connection behavior of composite deck slab actions using bolted shear connectors. Various profiles like dovetailed (or) re-entrant profiles, rectangular profiles and trapezoidal profiles are used in the present investigation. This experimental investigation deals with the evaluation of various parameters such as the ultimate load carrying capacity versus deflection, load versus slip, ductility ratio, strain energy and modes of failure in composite slab specimens with varying profiles. From the test results the performance of dovetailed profiled composite slabs’ resistance is significantly higher than the other two profiled composite deck slabs.
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Abdelrahman, Amr, Mohamed Tawfik, and A. El-Saify. "Investigation on the performance of bridge approach slab." MATEC Web of Conferences 162 (2018): 04014. http://dx.doi.org/10.1051/matecconf/201816204014.
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In Egypt, where highway bridges are to be constructed on soft cohesive soils, the bridge abutments are usually founded on rigid piles, whereas the earth embankments for the bridge approaches are directly founded on the natural soft ground. Consequently, excessive differential settlement frequently occurs between the bridge deck and the bridge approaches resulting in a “bump” at both ends of the bridge deck. Such a bump not only creates a rough and uncomfortable ride but also represents a hazardous condition to traffic. One effective technique to cope with the bump problem is to use a reinforced concrete approach slab to provide a smooth grade transition between the bridge deck and the approach pavement. Investigating the geotechnical and structural performance of approach slabs and revealing the fundamental affecting factors have become mandatory. In this paper, a 2-D finite element model is employed to investigate the performance of approach slabs. Moreover, an extensive parametric study is carried out to appraise the relatively optimum geometries of approach slab, i.e. slab length, thickness, embedded depth and slope, that can yield permissible bumps. Different geo-mechanical conditions of the cohesive foundation soil and the fill material of the bridge embankment are examined.
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Bae, Jae-Hyun, Hoon-Hee Hwang, and Sung-Yong Park. "Structural Safety Evaluation of Precast, Prestressed Concrete Deck Slabs Cast Using 120-MPa High-Performance Concrete with a Reinforced Joint." Materials 12, no. 18 (2019): 3040. http://dx.doi.org/10.3390/ma12183040.
Full textAbstract:
Prestressed concrete structures are used in various fields as they can reduce the cross-sectional area of members compared with reinforced concrete structures. In addition, the use of high-performance and strength concrete can help reduce weight and achieve excellent durability. Recently, structures have increasingly been constructed using high-performance and strength concrete, and therefore, structural verification is required. Thus, this study experimentally evaluated the structural performance of a long-span bridge deck slab joint, regarded as the weak point of structures. The specimens were designed with a 4 m span for application to cable-stayed bridges. To ensure the required load resistance and serviceability, the specimens comprised of 120 MPa high-performance fiber-reinforced concrete and were prestressed. The deck slabs satisfied all static and fatigue performance as well as serviceability requirements, although they were thinner than typical concrete bridge deck slabs. The study also verified whether the deck slabs were suitable to help implement precast segmental construction methods. Finally, the results confirmed that the structural performance of the developed prestressed concrete (PSC) deck slab was sufficient for the intended bridge application as it achieved a sufficiently large safety factor in the static and fatigue performance tests, relative to the design requirement.
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Benmokrane, Brahim, Ehab El-Salakawy, Amr El-Ragaby, and Sherif El-Gamal. "Performance evaluation of innovative concrete bridge deck slabs reinforced with fibre-reinforced-polymer bars." Canadian Journal of Civil Engineering 34, no. 3 (2007): 298–310. http://dx.doi.org/10.1139/l06-173.
Full textAbstract:
This paper presents the construction details, field testing, and analytical results of six innovative concrete bridges reinforced with fibre-reinforced-polymer (FRP) bars recently constructed in North America, namely Wotton, Magog, Cookshire-Eaton, Val-Alain, and Melbourne bridges in Quebec, Canada, and Morristown bridge in Vermont, USA. All six bridges are girder type, with main girders made of either steel or prestressed concrete. The main girders are supported over spans ranging from 26.2 to 50.0 m. The deck is a 200–230 mm thick concrete slab continuous over spans of 2.30–3.15 m. Different types of glass- and carbon-FRP reinforcing bars and conventional steel were used as reinforcement for the concrete deck slab. The six bridges are located on different highway categories, which means different traffic volume and environmental conditions. The bridges are well instrumented at critical locations for internal temperature and strain data collection using fibre optic sensors. These sensors are used to monitor the deck behaviour from the time of construction to several years after the completion of construction. The bridges were tested for service performance using calibrated truckloads. In parallel, a finite element analysis (FEA) was conducted and verified against the results of the field load tests. The FEA was then used to run parametric studies to investigate the effect of several important parameters such as FRP reinforcement type and ratio on the service and ultimate behaviour of these bridge decks. The analytical and field results under real service conditions, in terms of deflections, cracking, and strains in reinforcement and concrete, were comparable to those of concrete bridge deck slabs reinforced with steel.Key words: bridges deck slabs, fibre-reinforced-polymer (FRP) bars, field testing, finite element analysis.
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El-Salakawy, Ehab, Brahim Benmokrane, and Gérard Desgagné. "Fibre-reinforced polymer composite bars for the concrete deck slab of Wotton Bridge." Canadian Journal of Civil Engineering 30, no. 5 (2003): 861–70. http://dx.doi.org/10.1139/l03-055.
Full textAbstract:
A new concrete bridge in the Municipality of Wotton, Quebec, Canada, was constructed using fibre-reinforced polymer (FRP) bars as reinforcement for the deck slab. The new bridge is a girder type with four main girders simply supported over a span of 30.60 m. One half of the concrete deck slab was reinforced with carbon and glass FRP bars, and the other half with conventional steel bars. The design of the reinforced concrete deck slab was made according to sections 8 and 16 of the new Canadian Highway Bridge Design Code. The bridge was well instrumented at critical locations for long-term internal temperature and strain data collection using fibre optic sensors. The construction of the bridge was completed and the bridge opened for traffic in October 2001. The bridge was then tested for service performance using standard truckloads. Design, construction details, and the results of the field test and 1 year of remote monitoring are discussed. Under the same real service and environmental conditions, very similar behaviour was obtained from the FRP (glass and carbon) and steel bars.Key words: concrete bridges, deck slabs, FRP bars, field test, fibre optic sensors, remote monitoring, serviceability.
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Ho, S., M. S. Cheung, S. F. Ng, and Tonghua Yu. "Longitudinal girder moments in simply supported bridges by the finite strip method." Canadian Journal of Civil Engineering 16, no. 5 (1989): 698–703. http://dx.doi.org/10.1139/l89-104.
Full textAbstract:
The finite strip method is used to analyze three different kinds of simply supported highway bridges: slab-on-girder, two-cell box-girder, and rectangular voided slab bridges. Deck width from two lanes to four lanes are considered. The Ontario highway bridge design (OHBD) truck load is applied at the most critical location of the bridge. A total of 12 design curves are developed, corresponding to different bridge sections and deck widths. From these design curves, one can obtain the ratio of the maximum longitudinal bending moment to the equivalent beam moment. Key words: bridge decks, design curves, concrete, steel, finite strip, OHBD truck load.
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Newhook, John, Judy Gaudet, and Rahman Edalatmanesh. "Investigation of an externally restrained concrete bridge deck slab on a multi-girder bridge model." Canadian Journal of Civil Engineering 38, no. 2 (2011): 233–41. http://dx.doi.org/10.1139/l10-131.
Full textAbstract:
The steel-free bridge deck system is an innovative solution in which the concrete deck slab is externally restrained by a series of steel straps. The ultimate strength characteristics of externally reinforced concrete bridge deck slabs were investigated in this paper. A 1/3 scale experimental model of a bridge with six girders was constructed for the study. This was the first known set of test results on a bridge model with more than four girders. A single point load, simulating the dual tire print of the CHBDC design truck, was applied at various locations on the deck and loading increased until punching failure occurred. The influence of different parameters including transverse diaphragms, proximity for the load to restraint straps, residual strength after strap removal, and simultaneous application of wheel loads in adjacent panels of the deck was tested to obtain a comprehensive understanding of the resistance of this deck system. The testing results confirmed that the interior panels of the deck have inherently higher punching resistance than the exterior panels. Most significantly, the study provided significant statistical data on the punching resistance of these deck slabs.
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Siva, Avudaiappan, Subramanian Swaminathan, Kumar Prasanth, and R. Senthil. "Experimental Investigation of Trapezoidal Profile Sheeting under Varying Shear Spans." Applied Mechanics and Materials 845 (July 2016): 148–53. http://dx.doi.org/10.4028/www.scientific.net/amm.845.148.
Full textAbstract:
Composite construction method has been mainly popular due to its faster, lighter and economical methods in high rise buildings. Composite deck slab consisting of two different components, concrete being good in compression placed at the upper portion and the cold form profiled sheeting being good in resistance to tension is placed at the bottom of the deck slab. Composite slab being a combination of two different components, wide researches have been carried out to enhance the structural behavior and material properties. In this paper, trapezoidal profiled sheeting is utilized and constant geometrical dimensions are preferred throughout the study. Specimen consists of totally six numbers of trapezoidal profiled composite slabs cast using M20 grade concrete according to the recommendations of Euro code 4. Load-deflection behavior is keenly observed and recorded using the dial gauges and LVDT’s (Linear Variable differential Transducers) for comparison. When subjected to monotonic loading the composite slab specimens showed different behavioral changes in the structure at various load intervals. Out of the six specimens tested, three slabs at shorter shear spans exhibited failure at shear mode and three slabs tested at longer shear spans exhibited failure at flexure mode.
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Hassan, Ammar, Makoto Kawakami, Kyoji Niitani, and Tamio Yoshioka. "An experimental investigation of steel-free deck slabs." Canadian Journal of Civil Engineering 29, no. 6 (2002): 831–41. http://dx.doi.org/10.1139/l02-092.
Full textAbstract:
The steel-free deck slab developed in Canada used straps as a confinement system and relied on the stiffness of this confinement system rather than its strength. In this paper, a new approach, using the strength of a confinement system comprising unbonded prestressed bars, was investigated. In addition, the effect of the concrete strength and the steel ratio of the confinement system was examined. Seven large-scale one-way steel-free deck slabs were built using normal- and high-strength concrete, prestressed to different levels, and statically tested up to failure. The overall behaviour of the slabs was similar to that of slabs confined by straps. Cracking strength was not considerably enhanced. The slabs failed in punching shear mode with high loads. The new approach was not able to overcome the problem of the longitudinal crack, which developed in the tested slabs and reportedly appeared in all the steel-free slabs built or tested previously in Canada. Prestressing had a definite effect, however, on delaying the occurrence of this longitudinal crack, thereby enhancing serviceability. The paper recommends that the serviceability limit state of the steel-free slabs would be better assessed by the occurrence of the longitudinal crack, even though the ultimate capacity of the slabs is high.Key words: arch action, cracking, external prestressing, high-strength concrete, punching shear, steel-free deck slab.
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Zhao, J., M. S. Cheung, and S. F. Ng. "Spline Kantorovich method and analysis of general slab bridge deck." Canadian Journal of Civil Engineering 25, no. 5 (1998): 935–42. http://dx.doi.org/10.1139/l98-030.
Full textAbstract:
In this paper, the spline Kantorovich method is developed and applied to the analysis and design of bridge decks. First, the bridge deck is mapped into a unit square in the Xi - eta plane. The governing partial differential equation of the plate is reduced to the ordinary differential equation in the longitudinal direction of the bridge by the routine Kantorovich method. Spline point collocation method is then used to solve the derived ordinary differential equation to obtain the displacements and internal forces of the bridge deck. Mindlin plate theory is incorporated into the differential equation and, as a result, the effect of shear deformation of the plate is also considered. Possible shear locking is avoided by the reduced integration technique. Numerical examples show that the proposed new numerical model is versatile, efficient, and reliable.Key words: Kantorovich method, spline function, partial differential equations, ordinary differential equations, point collocation method, bridge deck.
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Mufti, A. A., and J. P. Newhook. "On the use of steel-free concrete bridge decks in continuous span bridges." Canadian Journal of Civil Engineering 26, no. 5 (1999): 667–72. http://dx.doi.org/10.1139/l99-023.
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This note discusses the use of the steel-free concrete bridge deck technology in continuous span bridge structures. Conventional slab-on-girder design often utilizes the longitudinal steel reinforcement in the deck to resist the negative bending moments created at the internal piers of continuous bridges. The steel-free bridge deck is devoid of all internal steel reinforcement and hence requires an alternate design approach which is presented in this note. A key aspect of this approach is the recommended use of fibre-reinforced polymer reinforcement to control cracking of the deck over the intermediate supports. Limiting these crack widths is essential to the durability performance of the concrete, particularly in freeze-thaw environments. The results of an experimental program are also reviewed. The tensile stresses from the global longitudinal negative moment are shown to have little effect on the punching behaviour of the slab. It is noted that the concepts presented in this note were utilized in the construction of a three-span highway bridge which incorporated the steel-free bridge deck technology.Key words: bridges, design, continuous span, concrete decks, punching-shear, fibre-reinforced polymers.
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Efimov, Oleg, Linur Gimranov, and Alsou Fattakhova. "Calculations of the rigidity and the strength of concrete filled steel deck diaphragms." E3S Web of Conferences 274 (2021): 03014. http://dx.doi.org/10.1051/e3sconf/202127403014.
Full textAbstract:
Calculations of horizontal loads such as wind are required even for low-rise buildings. With stores number increasing their influence increases. The horizontal loads are perceived by the flooring discs. Steelreinforced concrete floors with profiled decking are most often used in steel frame buildings. Floor slabs and frame’s joint work is ensured by shear studs. The article discusses a shear studs’ stress determining method from horizontal load. There are different slab supporting variants: slap supported on two sides and along slab's perimeter. The goal was to determine shear stress in each flexible stop. The tasks were solved by calculating and by computing. Then the results were compared. Therefore, the resulting formula allows determining shear stresses not only in square slab but in rectangular ones too. Shear stress knowledge in the studs allows to determinate frames’ displacements by horizontal loads. Frame displaces relative to the floor slab due to studs shear and flexibility. The derived displacements determining formula takes into account shear deformations and anchor compliance in different directions. Herewithin the article, proposed displacements formula is not checked, but only the components determining a method is proposed.
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Zhang, Yan Kun, Shao Yu Zhang, and Xiao Er Zhou. "Finite Element Analysis on Mechanical Properties of Light-Weight Aggregate Concrete Composite Slab." Advanced Materials Research 250-253 (May 2011): 168–71. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.168.
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By finite element method, experimental results of the light-weight aggregate concrete composite slab are compared with the numerical simulation.. On the basis, nine composite slab specimen are designed. The loading process, includes the slab cracking, the yielding of steel plates, damaging of slabs are simulated, and the influencing factors, such as male pin, thickness of deck, and spacing of transverse shear reinforcing bars, etc. is studied. At last, the spacing of transverse shear reinforcing bars of light-weight aggregate concrete composite slab is given, and it is useful to the engineering design.
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Novikasari, Inas, and Anis Rosyidah. "Link Slab Capacity In Bridges Supported By Lead Rubber Bearing And Elastomer." Wahana Teknik Sipil: Jurnal Pengembangan Teknik Sipil 24, no. 2 (2019): 73. http://dx.doi.org/10.32497/wahanats.v24i2.1725.
Full textAbstract:
Debris accumulation in bridge slab gaps which use expansion joints can restrain deck expansion, causing undesirable forces on floor deck and damage to the structure. In order to avoid the worst possibility that can occur, an alternative using link slab is utilized. The use of link slab at high level seismic force location, requires the Seismic Isolation System on bridge to reduce the seismic force. The application of Seismic Isolation System can be conducted by Lead Rubber Bearing (LRB) type of seismic isolator. This study compares the use of Lead Rubber Bearing (LRB) and elastomer on bridge link slabs against the dimension of the link slab. In this study structural modeling used 2 models: bridges supported by elastomer and bridges supported by LRB with software-made. The link slab analysis approach used were analytical methods or classical methods. Based on results of the analysis, the width of the crack that occured on bridge supported by LRB is 0.218 mm while on the bridge supported by elastomer is 0.269 mm. The use of Lead Rubber Bearing (LRB) type of support will give more advantages to the design of the link slab since it results in smaller crack design criteria.
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Kan, Yu Cheng, Li Huai Chen, Chung Hao Wu, Tson Yen, and Hui Wen Liao. "Composite Behavior of Concrete Slab with Steel Decking under Flexural Loading." Advanced Materials Research 284-286 (July 2011): 628–32. http://dx.doi.org/10.4028/www.scientific.net/amr.284-286.628.
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In this study, mechanical behavior and failure pattern of composite concrete deck were investigated. A unique dimension of steel concrete deck was fabricated and tested in four-point bending. Two series of decking were also designated with bolts at a spacing of 15 cm and 30 cm, used to compare with those without bolt. Totally, 9 composite concrete decks were tested in a close-loop servo-hydraulic testing system (MTS) using displacement control. Load versus displacement curves as well as failure patterns of the specimens were studied to figure out the mechanical behavior of this type of composite structure.
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Elkelish, S., and Hugh Robinson. "Effective widths of composite beams with ribbed metal deck." Canadian Journal of Civil Engineering 13, no. 5 (1986): 575–82. http://dx.doi.org/10.1139/l86-084.
Full textAbstract:
The effective width of the concrete slab of a composite beam is used in the determination of its moment resistance and service load moment for the purposes of structural design of the composite beam. It is usually assumed that the same effective width of the concrete slab may be used for both ultimate strength and elastic stage calculations.This paper presents the results of an analytical investigation of the variation of the effective width of composite beams and ribbed slabs formed by ribbed metal deck in both the elastic and inelastic stages and at ultimate load. A layered finite element method is used to model the composite beam. The influence of four variables on the effective width of the composite beams was studied, namely, type of loading, beam span to actual concrete slab width, ultimate compressive strength of the concrete, and steel beam size.It was found that the effect of the compressive strength of the concrete and the size of the steel beam have negligible influence on the effective width of the concrete slab. The effective width of the slab at ultimate load is of the order of 4% larger than that in the elastic range.The effective width used for the design of composite beams under a uniformly distributed load, which is the practical loading in most cases, is significantly different from that which should be used for any other type of loading.
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Siekierski, Wojciech. "Analysis of Deck Slab of Reinforced Concrete Gerber-Girder Bridge Widened by Addition of Continuous Steel-Concrete Composite Girders." Baltic Journal of Road and Bridge Engineering 14, no. 2 (2019): 271–84. http://dx.doi.org/10.7250/bjrbe.2019-14.443.
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Many Gerber-girder bridges have become obsolete in terms of deck width and load carrying capacity. If bridge replacement is not necessary, additional girders are installed. Sometimes, due to erection convenience, the added girders do not replicate the static scheme of the refurbished structure. Such an arrangement requires special attention to preserve structural durability. An example of the inappropriate arrangement of the widening of a Reinforced Concrete Gerber-girder road bridge is presented together with an alternative concept of refurbishment based on the addition of the continuous steel-concrete girders as the outermost ones. The added deck slab connects the added and the existing parts of the structure. Attention is drawn the static analysis of the added deck slab and the influence of the added outermost girders that do not replicate the static scheme of the existing ones. Due to different static schemes of the existing and the added girders, the traditional method of the deck slab analysis is inappropriate. The Finite Element 3D model is to be applied to access bending moments in the deck slab spans correctly. It is shown that: a) the analysis of the distribution of the bending moments in the existing and the added slab spans, especially near Gerber-hinges, should be based on the Finite Element 3D modelling; b) the analysis should consider live loads acting on the whole width of the Gerber-hinge span; c) the bending moment distribution in the widened deck slab is sensitive to the distance to the Gerber hinge.
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Wegner, Leon D., and Aftab A. Mufti. "Finite element investigation of fibre-reinforced concrete deck slabs without internal steel reinforcement." Canadian Journal of Civil Engineering 21, no. 2 (1994): 231–36. http://dx.doi.org/10.1139/l94-026.
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Experimental tests on half-scale models have demonstrated that polypropylene-fibre-reinforced concrete (PFRC) bridge deck slabs completely devoid of conventional steel reinforcement will fail by punching shear under concentrated loads considerably greater than those specified for design, provided the top flanges of the supporting girders are adequately restrained from moving laterally. Similar models were analyzed using nonlinear finite element techniques in order to reproduce experimentally observed load–deflection behaviours and failure loads. Commonly available concrete failure criteria for plain concrete was incorporated into the material model used for the PFRC deck slab. Results of the finite element analyses are presented. It is shown that while predicted load–deflection paths were less than satisfactory, accurate predictions of failure loads were achieved, but only after considerable tuning of various modelling parameters. Key words: nonlinear finite element method, bridge decks, fibre-reinforced concrete.
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Alizadeh, E., M. Dehestani, B. Navayi Neya, and Mahdi Nematzadeh. "Efficient composite bridge deck consisting of GFRP, steel, and concrete." Journal of Sandwich Structures & Materials 21, no. 1 (2017): 154–74. http://dx.doi.org/10.1177/1099636216688347.
Full textAbstract:
In this paper, a new cost-effective composite bridge deck consisting of multiple steel box cells, concrete slab, and glass fiber-reinforced polymer layer is investigated. First, the structural performance of the deck under static loading is evaluated experimentally. Then the results are validated by a finite element program. Results of the numerical analysis are in good agreement with those of the experiments. The load–displacement relationship, ultimate flexural resistance, failure mode, neutral axis, and strain distribution on glass fiber-reinforced polymer layer and concrete slab are examined during the test. Final results revealed that the ultimate failure of the composite deck initiates by longitudinal cracking on the top surface of the concrete slab. No debonding occurs at the interface between concrete slab and steel boxes which indicates that perfobond ribs could be effectively used for shear connection. The results of experimental and numerical analysis demonstrated that the bridge deck possesses desirable strength and meets the stiffness requirements.
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Zubir, Mohammad Amirulkhairi, and Fadzil Mat Yahaya. "Experimental Investigation into Flexural Performance of Reinforced Profiled Steel Decking." Key Engineering Materials 879 (March 2021): 243–53. http://dx.doi.org/10.4028/www.scientific.net/kem.879.243.
Full textAbstract:
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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Barbieri, Diego Maria, Yuechi Chen, Enrico Mazzarolo, Bruno Briseghella, and Angelo Marcello Tarantino. "Longitudinal Joint Performance of a Concrete Hollow Core Slab Bridge." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 41 (2018): 196–206. http://dx.doi.org/10.1177/0361198118781653.
Full textAbstract:
Hollow core slab bridges are constructed by placing prefabricated or prestressed box beams adjacent to each other, grouting the small longitudinal space (hinge-joint) between the slabs and casting a reinforced concrete deck. The longitudinal cracking appearing at hinge-joint locations leads to a premature deterioration of the deck. This paper presents a theoretical and experimental study of a hollow core slab bridge composed of three beams and a cast-in-place deck. A real-size specimen was built according to Chinese code specifications. The behavior of the longitudinal joints was investigated by applying the standard vehicle load. The tests do not highlight any longitudinal cracks. A finite element model was created from the experimental data. A finite element parametric analysis revealed some practical design indications regarding the following inputs: deck thickness, concrete strength, and hinge-joint steel bars. Furthermore, these analyses testify that C-shape and X-shape stirrups do not play an active role in preventing the joint longitudinal cracks. This research confirms the reliability of the design method, at least for static loads, while further studies are needed to investigate the effect of both periodical loadings and different temperatures on upper and lower surfaces of the beams.
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Alfeehan, Ashraf Abdulhadi, Hassan Issa Abdulkareem, and Shahad Hameed Mutashar. "Flexural behavior of sustainable reactive powder concrete bubbled slab flooring elements." Challenge Journal of Structural Mechanics 3, no. 2 (2017): 81. http://dx.doi.org/10.20528/cjsmec.2017.04.010.
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Voided slabs are reinforced concrete slabs in which voids allow to reduce the amount of concrete. The bubbled deck slab is a new and sustainable biaxial floor system to be used as a self-supporting concrete floor. The use of voided slabs leads to decrease the consumption of materials and improve the insulation properties for enhancing the objectives of sustainability. This study presents an investigation into the flexural behavior of sustainable Reactive Powder Concrete RPC bubbled slab flooring elements. Six one-way slabs were cast and tested up to the failure. The adopted variables in this study are: the volumetric ratio of steel fibers, type of slab; bubbled or solid, placing of reinforcement and thickness of slab. The effect of each variable on the ultimate load, deflection and strain has been discussed. The results show that increasing the percent of steel fibers from 1% to 2% in solid and bubbled slabs decreases the deflection by (18.75%) and (50%) respectively. As well as, the deflection increases by (41%) for bubbled slab compared to the solid slab. The slabs reinforced with top and bottom steel meshes show less deflection than slabs reinforced by only bottom steel mesh.
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El-Gamal, S. E. "Finite Element Analysis of Concrete Bridge Slabs Reinforced with Fiber Reinforced Polymer Bars." Journal of Engineering Research [TJER] 11, no. 2 (2014): 50. http://dx.doi.org/10.24200/tjer.vol11iss2pp50-63.
Full textAbstract:
Due to their non-corrosive nature, high strength and light weight, fiber reinforced polymers (FRP) are being widely used as reinforcement in concrete bridges, especially those in harsh environments. The current design methods of concrete deck slabs in most bridge design codes assume a flexural behavior under traffic wheel loads. The load carrying capacities of concrete bridge deck slabs, however, are greatly enhanced due to the arching action effect developed by lateral restraints. This study presents the results of a non-linear finite element (FE) investigation that predicts the performance of FRP reinforced concrete (RC) deck slabs. The FE investigation is divided into two main parts: a calibration study and a parametric study. In the calibration study, the validity and accuracy of the FE model were verified against experimental test results of concrete slabs reinforced with glass and carbon FRP bars. In the parametric study, the effect of some key parameters influencing the performance of FRP-RC deck slabs bars was investigated. These parameters include the FRP reinforcement ratio, concrete compressive strength, slab thickness and span-to-depth ratio.
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Zhou, Lingzhu, Pengcheng Dong, Yu Zheng, Gangbing Song, and Xiaolu Wang. "Investigation of the Structural Behaviors of One-way HVFA-SCC Slabs Reinforced by GFRP Bars." Current Chinese Science 1, no. 1 (2020): 160–82. http://dx.doi.org/10.2174/2210298101666200909160857.
Full textAbstract:
Background: The corrosion of steel bar leads to the deterioration of structural behaviors, high cost maintenance, shortened service life. The bridge deck structures constructed by Fiber Reinforced Polymer (FRP) bars and High-Volume Fly Ash-Self-Compacting Concrete (HVFA-SCC) can achieve low energy consumption, sustainable construction and high durability. However, the structural behaviors of this bridge deck are still unclear. Objective: The aim of this paper is to study the structural behaviors, including ultimate loads, failure mode, cracking behavior, deflection and strain of one-way HVFA-SCC slabs reinforced with Glass- FRP (GFRP). Experimental: Eleven full-scale HVFA-SCC slabs, varying in reinforcement diameter, reinforcement ratio, shear-span ratio, the type of reinforcing materials and concrete matrix materials, were tested by using a four-point bending load. Methods: The test results of tested specimens were compared with existing theoretical models, such as crack load, ultimate bearing capacity, maximum crack width, maximum crack space and deflection predicted model. Results: The GFRP reinforced HVFA-SCC slab exhibits similar structural behaviors to the GFRP reinforced NC slab. The maximum crack width of HVFA-SCC slab is significantly increased by using GFRP bars with a diameter of 19 mm. Conclusion: It is concluded that it is feasible to use HVFA-SCC instead of NC combined with GFRP bars in bridge deck structures. The stress limit of concrete materials (0.45fc) is the main governing factor for the service limit state (SLS) of GFRP reinforced HVFA-SCC slabs. The maximum crack width of GFRP reinforced HVFA-SCC slabs can be predicted by using EHE-08 and GB 50608-2010 models.
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Abbas, Ibrahim, Amer M. Ibrahim, and Teeba A. Jassim. "The Effect of Adding Shear Connectors to the Composite Slabs with Different Geometry of Profile Steel Sheet." Diyala Journal of Engineering Sciences 14, no. 2 (2021): 1–17. http://dx.doi.org/10.24237/djes.2021.14201.
Full textAbstract:
The aim of this research is to investigate experimentally the effect of adding shear connectors to the composite deck slabs which have various geometries of steel sheeting. The behavior and resistance of composite slab is basically depending on the development of longitudinal shear resistance. In this study six specimens of composite deck slabs which have different types of geometries of steel sheets (trapezoidal, triangle and T-shapes) with dimensions (1850mm x 500mm x 110mm) were casted and tested under four-point load in presence and absence of shear connectors in order to evaluate the behavior and longitudinal shear resistance of composite slabs. The results show that the adding shear connectors to composite slabs with trapezoidal shape and triangle shape act to increase ultimate load capacity by 22.2% and 17.8% respectively as compared with composite slabs without shear connectors while effect of adding shear connectors to the composite slab with T-shape was very little or can be neglected. As well as the adding shear connectors to composite slabs with trapezoidal shape and triangle shape act to decreasing the deflection as compared with the same load also act to enhance the general performance of slabs