Experimental and Analytical Investigations of Concrete Bridge Decks with Structural FRP Stay-in-Place Forms PDF Download
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Author: Mark Stewart Nelson
Publisher:
ISBN:
Category :
Languages : en
Pages : 420
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Book Description
Stay-In-Place (SIP) formwork systems are widely used for concrete slabs in industry due to their relative ease and speed of construction. Conventionally, corrugated metal sheets or precast panels are used as formwork. In recent years, the SIP formwork technique has been proposed in conjunction with Fiber Reinforced Polymer (FRP) composites. The resulting system combines the construction advantages of SIP formwork with the durability and corrosion resistance of FRP materials. Bridge decks are a particularly enticing application due to their exposure to harsh environmental conditions and the need for rapid construction to minimize traffic disruptions. This study broadly evaluates FRP SIP formwork for concrete bridge decks both experimentally and numerically. In total, 9 full scale bridge deck sections, 32 small scale decks and more than 40 auxiliary tests were conducted, including the construction and testing of a full bridge at scale. Additionally, a numerical model was developed to predict punching shear failure based on the theory of plates and shells. Experimental testing was conducted on two FRP SIP form configurations, namely flat plates with T-shape stiffeners and corrugated plates, and used a variety of different detailing and geometries. Some of the investigated parameters included the width effect of bridge deck section tests, the effect of deck span, the effect of bond at the FRP-concrete interface, the panel-to-panel splice configuration, concrete strength, and boundary condition at support, including a monolithic connection with precise girders. Results of the study include the determination of a critical aspect ratio for bridge deck sections, optimization of the panel-to-panel splice detail, and an assessment of the in-plane restraint available to interior span bridge decks. The numerical model, based on the Levy solution for loaded plates, produces a flexural response for a variety of bridge deck configurations and geometries. A failure criterion was applied to establish the punching shear capacity. The model was evaluated against experimental results and provided good correlation. It was then used to investigate a variety of FRP plate thicknesses, spans and effective widths for full scale FRP SIP formwork bridge decks.
Author: Mark Stewart Nelson
Publisher:
ISBN:
Category :
Languages : en
Pages : 420
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Book Description
Stay-In-Place (SIP) formwork systems are widely used for concrete slabs in industry due to their relative ease and speed of construction. Conventionally, corrugated metal sheets or precast panels are used as formwork. In recent years, the SIP formwork technique has been proposed in conjunction with Fiber Reinforced Polymer (FRP) composites. The resulting system combines the construction advantages of SIP formwork with the durability and corrosion resistance of FRP materials. Bridge decks are a particularly enticing application due to their exposure to harsh environmental conditions and the need for rapid construction to minimize traffic disruptions. This study broadly evaluates FRP SIP formwork for concrete bridge decks both experimentally and numerically. In total, 9 full scale bridge deck sections, 32 small scale decks and more than 40 auxiliary tests were conducted, including the construction and testing of a full bridge at scale. Additionally, a numerical model was developed to predict punching shear failure based on the theory of plates and shells. Experimental testing was conducted on two FRP SIP form configurations, namely flat plates with T-shape stiffeners and corrugated plates, and used a variety of different detailing and geometries. Some of the investigated parameters included the width effect of bridge deck section tests, the effect of deck span, the effect of bond at the FRP-concrete interface, the panel-to-panel splice configuration, concrete strength, and boundary condition at support, including a monolithic connection with precise girders. Results of the study include the determination of a critical aspect ratio for bridge deck sections, optimization of the panel-to-panel splice detail, and an assessment of the in-plane restraint available to interior span bridge decks. The numerical model, based on the Levy solution for loaded plates, produces a flexural response for a variety of bridge deck configurations and geometries. A failure criterion was applied to establish the punching shear capacity. The model was evaluated against experimental results and provided good correlation. It was then used to investigate a variety of FRP plate thicknesses, spans and effective widths for full scale FRP SIP formwork bridge decks.
Author: David Allan Dieter
Publisher:
ISBN:
Category :
Languages : en
Pages : 464
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Author: Paul Georgieff
Publisher:
ISBN:
Category :
Languages : en
Pages : 244
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Author: Sabreena Nasrin
Publisher:
ISBN:
Category : Concrete bridges
Languages : en
Pages : 284
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Book Description
In recent years, the use of modular bridge deck components has gained popularity for facilitating more durable components in bridge decks, but these components require field-applied connections for constructing the entire bridge. Ultra-High-Performance Concrete (UHPC) is being extensively used for highway bridges in the field connections between girders and deck panels for its superior quality than conventional concrete.Thus far, very limited data is available on the modeling of hybrid-bridge deck connections. In this study, finite element models have been developed to identify the primary properties affecting the response of hybrid deck panel system under monotonic and reverse cyclic loads. The commercial software ABAQUS was used to validate the models and to generate the data presented herein. The concrete damage plasticity (CDP) model was used to simulate both the conventional concrete and UHPC. In addition, numerical results were validated against experimental data available in the literature. The key parameters studied were the mesh size, the dilation angle, reinforcement type, concrete constitutive models, steel properties, and the contact type between the UHPC and the conventional concrete. The models were found to capture the load-deformation response, failure modes, crack patterns and ductility indices satisfactorily. The damage in concrete under monotonic loading is found higher in normal concrete than UHPC with no signs of de-bonding between the two materials. It is observed that increasing the dilation angle leads to an increase in the initial stiffness of the model. Changing the dilation angle from 20℗ʻ to 40℗ʻ results in an increase of 7.81% in ultimate load for the panel with straight reinforcing bars, whereas for the panel with headed bars, the increase in ultimate load was found 8.56 %.Furthermore, four different types of bridge deck panels were simulated under reversed cyclic loading to observe overall behavior and the damage pattern associated with the reversed cyclic load. The key parameters investigated were the configurations of steel connections between the precast concrete deck elements, the loading position, ductility index, and the failure phenomena. The headed bar connections were found to experience higher ductility than the ones with straight bars in the range of 10.12% to 30.70% in all loading conditions, which is crucial for ensuring safe structural performance. This numerical investigation provides recommendations for predicting the location of the local damage in UHPC concrete bridge deck precast panel connections under reversed cyclic loading.Despite of having excellent mechanical and material properties, the use of Ultra-High-Performance Fiber Reinforced Concrete (UHP-FRC) is not widespread due to its high cost and lack of widely accepted design guidelines. This research also aims to develop a UHPC mixture using locally and domestically available materials without heat curing in hopes of reducing the production cost. Several trial mixtures of UHPC have been developed using locally available basalt and domestically available steel fibers. Among them, one trial mixture of 20.35 ksi compressive strength was selected for further study. To investigate the applicability of this locally produced UHPC in bridge closure, two full scale-8 ft. span hybrid bridge deck slabs with UHPC closure were constructed and tested under monotonic loading to identify the structural and material responses. The load-deflection response of the hybrid connection confirms that the deflection increased linearly until the initiation of first crack, after that it increased non-linearly up to the failure of the connection. The strain response also confirms that UHPC experiences less strain than normal strength concrete under compression loading. In addition, a moment curvature analytical graphical user interface model of hybrid bridge deck connection has been developed using MATLAB to predict ductility, curvature, and the stress distributions in those connections. The predicted value of moment and curvature from the code was found in good agreement with experimental data as well. The code provides a tool to professional engineers to predict ductility, curvature, and the stress distributions in those connections. The code is built in such a way to allow various input parameters such as concrete strength, dimensions of hybrid connection and deck panels, reinforcement configuration and the shape of the connection.Though, ultra-high-performance fiber reinforced concrete (UHP-FRC) has very high compressive strength compared to conventional concrete, the failure strain of UHP-FRC is not enough to withstand large plastic deformations under high stain rate loading such as impact and blast loading. Hence, a numerical study has been conducted to simulate low-velocity impact phenomenon of UHP-FRC. The responses obtained from the numerical study are in good agreement with the experimental results under impact loads. Five different types of UHP-FRC beams were simulated under impact loading to observe the global and local material responses. The key parameters investigated were the reinforcement ratio (Ï1), impact load under various drop heights (h), and the failure phenomena. It was observed that higher reinforcement ratio showed better deflection recovery under the proposed impact. Also, for a specific reinforcement ratio, the maximum deflection increases approximately 15% when drop height decreases from 100 mm to 25 mm. Moreover, the applicability of concrete damage plasticity model for impact loading is investigated. The results also provided recommendations for predicting the location of the local damage in UHP-FRC beams under impact loading.Moreover, this research work includes a nonlinear finite element analysis of high-strength concrete confined with opposing circular spiral reinforcements. The spiral reinforcement is a very common technique used for reinforcing columns in active seismic regions due to its high ductility and high energy absorption. The results are compared with previously tested small-scale concrete columns made with the same technique under monotonic axial loads. The proposed technique is developed to improve the strength and ductility of concrete columns confined with conventional spiral systems. The finite element (FE) analysis results have shown that the proposed model can predict the failure load and crack pattern of columns with reasonable accuracy. Beside this, the concrete plasticity damage showed very good results in simulating columns with opposing spirals. The FE model is used to conduct a study on the effect of spiral spacing, Îđ (ratio of the core diameter to the whole cross section diameter) and compressive strength on the behavior of circular spiral reinforced concrete columns confined with opposing circular spiral reinforcements. The results of the parametric study demonstrated that for the same spacing between spirals and same strength of concrete, increasing Îđ increases the failure load of the column. It is also observed from the study that the ductility of the studied columns is not affected by changing the value of Îđ. In addition, a correlation between the Îđ factor, three different compressive concrete strengths, and the spacing of opposing spirals was developed in this study.
Author: Thomas E. Ringelstetter
Publisher:
ISBN:
Category :
Languages : en
Pages : 386
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Book Description
Author: Rabih Farhan Mahmoud
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages : 356
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Author: 江鳳僑
Publisher:
ISBN: 9781374797680
Category :
Languages : en
Pages :
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Author:
Publisher: World Scientific
ISBN:
Category :
Languages : en
Pages : 771
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Author: Queen's University (Kingston, Ont.). Department of Civil Engineering
Publisher:
ISBN:
Category :
Languages : en
Pages : 200
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This study consists of three phases examining the durability of concrete bridge decks with stay-in-place GFRP structural forms that completely replace the bottom reinforcing bars. Phase I examines the effect of aggressive freeze-thaw (FT) cycles on strength of small scale decks. The concern has been whether entrapped moisture may cause 'frost-jacking' of the form. Eleven specimens were built, each using two spliced flat GFRP plates with T-shape ribs, spanning the gap between girders. The study simulated various surface treatments of the form as well as unbonded and bonded lap splices. The decks were cracked before being saturated and subjected to up to 300 FT cycles at +5°C to -18°C core temperatures. Some specimens were thawed without being submerged and one specimen had perforated forms for drainage. Subsequent testing to failure showed no reduction in ultimate capacity or stiffness, despite the 23% reduction in tensile strength of GFRP coupons from the same form, because failure was governed by punching shear. Phase II compares the GFRP form tested in Phase I to another corrugated form, using short one way slabs to trigger a shear-bond failure. Nine slabs with different surface treatments were fabricated and some were exposed to the same FT cycles. It was clearly shown that flat-ribbed forms are superior to corrugated ones, as no loss in strength occurred after FT exposure, whereas corrugated form-specimens lost 18-21%. This is attributed to the anchorage advantage provided by the T-shape rib embedment in concrete. In Phase III accelerated aging of the two GFRP forms is studied in 3% salt solution at 23, 40 and 55oC for up to 224 days, using 170 coupons to establish tensile strength retentions. Data were assessed using Analysis of Variance (ANOVA). It was shown that the tensile strength retentions of both forms were similar and reduced from 77 to 63% as the temperature increased from 23 to 55°C. Results also showed that the polymer matrix is not fully degraded by the hydrolysis as no significant changes occurred in glass transition temperature. When data was fitted in the Arrhenius service life model, it showed that after 100 years, the ribbed form will suffer more deterioration than the corrugated one as the strength retentions at a location with annual mean temperatures of 10oC were 42 and 61%, respectively.
Author: Frieder Seible
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages : 178
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Book Description
Full depth structural concrete overlays are commonly used in bridge deck repair and rehabilitation. Beneficial structural effects, such as increase in structural depth, can only be considered in the design if monolithic action of the overlaid slab can be assured beyond the flexural ultimate limit state of the bridge deck. A three phase experimental program to study the effect of different surface preparations and dowels between the "old" deck and the overlay on the overall bridge deck behavior under service loads (monotonic, cyclic, dynamic), overloads and ultimate limit state loads is presented in this report. The three test phases comprised triplet shear block tests, full scale transverse deck slab panel test (simply supported and continuous) as well as the full scale prototype testing of a 60 ft long highway bridge section (Gepford Overhead) which had been in service for 25 years prior to being repaired and tested under laboratory conditions. A summary of experimental results is presented in this report together with comparative studies and comprehensive design recommendations.
