Concrete Bridge Deck Behavior Under Thermal Loads PDF Download

Author: Jeffrey Keith Johnson
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages : 212

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Author: Anuoluwa Adediji
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages : 156

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Book Description
Designers have consistently been concerned with long term deformation of bridges to mitigate unfavorable effects such as excessive movement and cracking. Furthermore, any developed tool of use to a designer must make use of parameters known at the time of design as well as be simplistic in nature as defined in the code. As such, many prediction models for the free shrinkage of a concrete specimen have been developed toward this end. However, structures designed and placed in the field experience shrinkage under restraint. Also, the differences in environmental conditions affect the shrinkage of structures. It is important to understand the restrained shrinkage of structures under field conditions and use this understanding to make improved guidelines on shrinkage from a design standpoint. In this study, the prediction and modelling of the free shrinkage of small samples under constant conditions were expanded to the prediction and modelling of restrained shrinkage under field conditions of large samples using finite element analysis. A parametric analysis was then performed to derive useful information from a design perspective such as the impact of various design parameters on the performance of a bridge deck. The findings indicated that the use of reinforcement is the preferable method of addressing shrinkage in bridge decks. Furthermore, the efficacy of the amount of reinforcement specified in the AASHTO guidelines to mitigate excessive cracking in bridge decks was discussed. The traditional and empirical methods of bridge deck design were investigated for shrinkage reinforcement. Finally, recommendations were suggested to the reinforcement requirements based on the findings of this study.

Author: Waleed Khalid Hamid
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages :

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The long-term performance of a bridge deck depends on its resistance to bridge cracking. Most of these cracks are initiated at the early age. Early age cracking of bridge decks is a typical issue in the U.S. that reduces bridge service life. Therefore, internally cured concrete (ICC) has been used in some states to reduce or eliminate the development of cracks in reinforced concrete decks. In this study, the early age behavior of ICC deck and the effect of the internal curing on the long-term behavior of the bridge was measured and evaluated in the laboratory and field for newly adjacent constructed bridge, which were located on Route 271 in Mayfield, Ohio. Two different types of concrete mixtures were utilized for the decks: conventional concrete (CC) and internally cured concrete (ICC). Firstly, the ICC and CC mixtures were examined in the laboratory in terms of a mechanical properties test, a plastic shrinkage test, a free shrinkage test, and a restrained shrinkage test. Second, the field behavior of an ICC deck and an adjacent CC deck during their early age and long-term performance were evaluated. Also, the shrinkage development for both decks was examined during the very early age. Instrumentation was used to measure the concrete and reinforcement strains and the temperature in both bridges. The instrumentation and results for both bridges are discussed. Laboratory results indicated that using pre-wetted lightweight concrete in the concrete mixture led to decreased density, coefficient of thermal expansion, and free shrinkage strain, and increased tensile strength and cracking time of concrete compared to conventional concrete. In the field, from the early age test, it was observed that the time to develop concrete shrinkage was approximately 5-6 hours after casting the deck of the ICC and the CC.

Author: E C Hambly
Publisher: CRC Press
ISBN: 0419172602
Category : Architecture
Languages : en
Pages : 338

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This book describes the underlying behaviour of steel and concrete bridge decks. It shows how complex structures can be analysed with physical reasoning and relatively simple computer models and without complicated mathematics.

Author: Damien L. Keogh
Publisher: CRC Press
ISBN: 9780203984147
Category : Architecture
Languages : en
Pages : 292

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Book Description
The definitive text in the field of Bridge Deck behaviour and analysis Bridge Deck Analysis is an essential reference for civil and structural engineers. It provides bridge designers with the knowledge to understand the behaviour of bridge decks, to be familiar with, and to understand the various numerical modelling techniques, to know which technique is most suited. The book covers the grillage analogy, dedicates a chapter to the modelling and analysis of integral bridge forms and also provides guidance of the application of the finite element method.

Author:
Publisher:
ISBN:
Category : Concrete bridges
Languages : en
Pages :

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Since the service life of concrete bridge decks designed by traditional procedures is often shorter than desired, their ability to withstand constant and heavy use in a variety of operating environments is of major concern. In this project, the relative performance of three bridge decks constructed with different concretes and reinforcing steel configurations was studied to help determine which deck offers the best performance over time. To achieve this objective, an array of strain and temperature instrumentation was embedded in each of the bridge decks prior to placing the deck concrete. The decks were tested under controlled live loads to characterize their structural behavior. The first set of such tests was performed immediately after the bridge decks were completed, and the second was conducted two years later. The long term performance of the three decks under environmental loads (notably, changes in temperature) was studied by continuously monitoring selected strain gages in each bridge, and by conducting periodic visual distress surveys and corrosion tests. In the data collected and analyzed from the live load tests and environmental response monitoring of the three decks, only subtle behavioral differences have been observed. While some aspects of the response have been found to statistically differ between bridges and over time, the significance of these differences remains uncertain, as the bridges are relatively young, and they only exhibit nominal signs of distress. The significance of these differences may become clear in the future, if substantial differences in deck durability and performance emerge over time. The visual distress surveys have found that the majority of the cracking that has occurred in the decks is near the integral abutments and that the Empirical deck had the most extensive cracking in this regard. The analysis presented herein generally serves as a baseline for the relative condition of the three bridges before prolonged demands from traffic and the environment. Should a follow-on project be initiated, data obtained from continued long-term monitoring and live load testing will likely provide a more complete body of evidence from which to ascertain which deck design offers superior performance. Relative to cost, initial expense for each deck was similar, thus the relative cost-to-benefit for the decks will be dependent on the service life that they offer.

Author: Quan Chen
Publisher:
ISBN:
Category : Iron and steel bridges
Languages : en
Pages : 758

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The effects of thermal loads on steel bridges are not well understood. Although thermal effects are discussed in the AASHTO specifications, the appropriateness of the recommended thermal gradients is questionable. Thermal effects on the bridges can impact the design of the steel superstructure, the support bearings, and even the bridge piers. Previous field monitoring of steel trapezoidal box girder bridges has shown that thermal stresses on the order of "5 ksi were not uncommon under regular daily thermal cycles. Stresses induced during annual thermal cycles may be potentially larger than those during daily thermal cycles. Recent data has shown that the bearings that are to allow the girders to expand and contract freely due to thermal movements are not frictionless. Because of the bearing friction, the supporting piers must flex to accommodate the bridge movements. In curved girder applications, questions have been raised by designers and contractors regarding the proper orientation of guided bearings. This research study includes field measurements, laboratory tests and finite element parametric analyses. The bearings of nine bridges in the Houston area have been instrumented and monitored for more than a year to measure bearing movements due to changes in temperature. Instrumentation of the steel girders on one of the Houston bridges was made utilizing thermocouples and vibrating wire strain gages to measure temperature distribution and thermal stresses. In addition, strain gages and thermal couples were applied to the steel girders and concrete bridge deck on a simple twin box girder bridge located at the Ferguson Structural Engineering Laboratory in Austin, Texas. The data from the field monitoring and laboratory tests were used to validate a finite element model. Based on this model, a detailed parametric study was conducted to investigate the effects of bridge configuration. It is found that under the given weather conditions, the most critical thermal loads are achieved under the following bridge configurations: N-S bridge orientation, shorter lengths of the concrete deck overhang, deeper steel girder webs, thinner concrete decks, and larger spacing between two box girders. To evaluate the effect of environmental conditions and obtain extreme thermal loads for design purposes, the most critical configuration of bridge sections was modeled for thermal analysis with Texas weather data from 1961 to 2005 as the input environmental conditions. Four cities were considered to bound Texas weather conditions. Based on the thermal analyses, a 45-year sample data of thermal parameters were used to describe the temperature field over a section. Extreme value analyses of the sample data were performed to obtain the relationship between thermal loads and return periods. The thermal loads with 100-year return period were compared to the ones suggested by AASHTO. The thermal loads with 100-year return period were used to investigate structural response. The effect of bearing orientation and the point of fixity were studied. A rigid body model was proposed to estimate thermal movements at the ends, which matched those obtained from field monitoring and finite element analysis. The maximum possible thermal stresses were also evaluated. Design suggestions are put forward based on the analysis.

Author:
Publisher:
ISBN:
Category : Bridges
Languages : en
Pages : 238

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Author: Sabreena Nasrin
Publisher:
ISBN:
Category : Concrete bridges
Languages : en
Pages : 284

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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: Robert J. Frosch
Publisher: Purdue University Press
ISBN: 9781622601080
Category : Transportation
Languages : en
Pages : 178

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Transverse cracking of concrete bridge decks is problematic in numerous states. Cracking has been identified in the negative and positive moment regions of bridges and can appear shortly after opening the structure to live loads. To improve the service life of the bridge deck as well as decrease maintenance costs, changes to current construction practices in Indiana are being considered. A typical bridge deck was instrumented which incorporated the following: increased reinforcement amounts, decreasing reinforcement spacing, and high-performance, low-shrinkage concrete. The low shrinkage concrete was achieved using a ternary concrete mix. The objective of this research was to determine the performance, particularly in terms of transverse cracking and shrinkage, of a bridge incorporating design details meant to reduce cracking. Based on measurements from the bridge, it was determined that maximum tensile strains experienced in the concrete were not sufficient to initiate cracking. An on-site inspection was performed to confirm that cracking had not initiated. The data was analyzed and compared with the behavior of a similarly constructed bridge built with nearly identical reinforcing details, but with a more conventional concrete to evaluate the effect of the HPC. Based on this study, it was observed that full-depth transverse cracks did not occur in the structure and that the use of HPC lowered the magnitude of restrained shrinkage strains and resulting tensile stresses.