Concrete Deck Research Articles

Flexural Behavior of Concrete-Filled Steel Tube Beams Composite with Concrete Slab Deck

Flexural Behavior of Concrete-Filled Steel Tube Beams Composite with Concrete Slab Deck

Detection of corrosion effects on prestressed concrete bridge deck slabs from the champlain bridge through non‐destructive testing techniques

AbstractAs aging infrastructures raise public concerns, evaluating their performance is crucial for maintaining structural integrity, especially for corroding prestressed concrete members. These structures may experience substantial tendon cross‐sectional area loss before any visible deterioration becomes detectable. While various non‐destructive techniques (NDT) have proven effective in labs, correlating corrosion‐induced damage in field members remains a challenge. Establishing these correlations is key for understanding the overall performance of aging structural concrete elements and ensuring their continued safe operation through non‐invasive means. This paper investigates various NDTs on a concrete bridge deck, aiming to correlate results. Visual inspection, Schmidt rebound hammer, Ultrasonic Pulse Velocity (UPV), corrosion detection techniques, Ground Penetrating Radar (GPR), Ultrasonic Pulse Echo (UPE), and Impact Echo (IE) methods are evaluated for detecting concrete deck damage. Results show the methods' capabilities in detecting defects to a certain extent, highlighting their potential in assessing aging concrete infrastructures.

Effects of thermal cycles and time-dependent behavior of the deck on steel network arch bridges

Network arches are a type of arch bridges with inclined hangers, in which some hangers cross each other at least twice. This paper aims to evaluate the effects of thermal fluctuations and volumetric changes of the concrete deck on steel network arches. Fifty-nine variants of a reference network arch bridge were developed, assuming identical arch geometries but varying hanger arrangements. Each bridge was modeled using the finite element method and subjected to heat flux due to solar radiation and changes in ambient temperature in addition to heat transfer via conduction, convection, and radiation. The time-dependent deformations of the concrete deck were implemented using a rate-type formulation. Results obtained during a one-year period after the assumed end of construction showed that stress changes in the arch bridge due to ambient and time-dependent effects were not very sensitive to the hanger layout. Neglecting concrete creep and shrinkage was found to cause a 15-20% underestimation of maximum stresses in the concrete deck, whereas a 40-60% error was observed in both the deck and rib when thermal effects were ignored. The radial arrangement of hangers, already known to perform favorably under live loads, was also found to provide the smallest bending moments and the fewest number of relaxed hangers due to thermal and time-dependent effects.

Flexural cracking behavior of steel-NC-UHPC composite beam under negative bending moment

Steel-concrete structures are widely applied in bridge engineering due to their superior mechanical performance and cost-effectiveness. However, normal concrete (NC) decks often suffer cracking problems, adversely affecting their serviceability. Ultra-high performance concrete (UHPC) can be used to partially replace the top of NC decks to enhance their post-cracking behavior because UHPC shows high tensile strength, strain-hardening characteristics in tension, and strong bond strength with NC. To this end, this paper focused on the flexural behavior of steel-NC-UHPC composite beams regarding their failure mode, stiffness, strain development, cracking behavior, crack width, etc. Test results indicated that the test specimens mainly exhibited two types of failure modes: shear failure of the NC layer and local buckling of the compressive flange at the steel girder, which were mainly determined by the reinforcement ratio. Flexural stiffness was controlled by the steel girder, and the reinforcement ratio had a notable effect on the reinforcement strain and crack propagation. Additionally, cracks can be categorized into three types: through cracks, connecting cracks, and separate cracks. These cracks in the UHPC layer and NC layer would affect each other, especially those near the roughening interface. The sectional nonlinear analysis was employed to calculate the strain of reinforcement and the steel girder accurately. Finally, the prediction methods of crack width for the NC layer and UHPC layer were discussed. Formulas in NF P18–710 were verified to be feasible for the prediction of UHPC crack width. The UHPC influence factor was introduced to modify the calculation results of the NC crack width by the Chinese NC code.

Fitness club adjacent to a quiet corporate office - Prototypes

There is a demand for fitness clubs in hotels, residential, and corporate buildings - sometimes adjacent to sensitive spaces. Activities involving weight drops and spinning bikes, among others, cause dynamic forces in the structure that propagate through the building's structure and radiate airborne sound. There is an effort by acousticians worldwide to establish a standardized method for measuring and rating the noise radiated by gyms into adjacent areas. This article describes the construction of a gym over a corporate office, occupying an area of 2100 m2 each. The gym's floor structure is a concrete and steel deck, and the office below has low sound levels. The goal of making gym activity inaudible in the office is undoable in practice. We tested several prototypes to arrive at a double insulation system with a floating slab with natural rubber mounts. A system of dynamic dampers was installed to reduce the movement of the floating slab with the dynamic excitation above it. The results of the prototype were auspicious. This paper presents the measurements of the natural frequency of the structure and the floating slab, the transmissibility of the system, and the differences in vibratory velocity from the floating floor to the structure.

METODE PELAKSANAAN PEKERJAAN PIERHEAD PADA PROYEK PEMBANGUNAN JEMBATAN CIKERUH DI JALAN RAYA CIBOLERANG KECAMATAN JATIWANGI KABUPATEN MAJALENGKA

ABSTRAK One of the important structures in the maritime industry, the pierhead construction used for various functions such as loading and unloading ships, stackinggoods, and other logistics activities. Hence, the construction of the pierhead requires careful planning and execution to ensure that the structure is strong, safe, and complies with safety standards and regulations applicable. The aim of carrying out this practical work is to know what is the process and method for implementing pierhead work on the project construction of the Cikeruh bridge on the Ciborelang highway, Jatiwangi District Majalengka Regency, know what tools and materials are used in carrying out pierhead work and how to care for the concrete. In the method of carrying out pierhead work there are eight stages work includes Preparatory Work, ringlock installation, Installation of working floors, concrete work, installation of formwork, pierhead casting, formwork dismantling and concrete maintenance. As for the tools used in carrying out the work Pierheads include: excavators, dump trucks, truck mixers, concrete pumps, pipes tremi, concrete vibrator, air compressor, wood cutting tool, crane, generator generator, hand tools, hand saws, wire cutters and electric drills. Meanwhile, the materials used in carrying out pierhead work namely using FC'40 concrete, reinforcing steel, 3x3 angle cast stop, ringlock, concrete decking, plywood coated with 1 side polyfilm (12 mm and 9 mm thick), profile steel or holow and wood (size 5/7 and 4/6), scaffolding, formwork oil andtie road.

Steel Arch Structures with Prestressed Concrete Deck

AbstractFootbridges with prestressed concrete deck, which are suspended on steel arch ribs, are described in terms of the structural arrangement, static function and erection. These bridges create stiff structural systems which guarantee the bridges' favourable dynamic response. While steel arch ribs allow easy erections, the concrete deck guarantees structural integrity. The footbridges are structurally efficient, they are light and transparent, corresponds to the scale of the landscape and all structural members have human dimensions. They were erected with a minimum impact on the environment. Their structural arrangement is illustrated on examples of four bridges.

Comparison of Durability of Composite‐Based Shear connectors

AbstractThis research paper offers an in‐depth comparative analysis focused on the long‐term durability of shear connectors fabricated from composite materials within a composite and concrete beam structure, extending over a length of six meters. To carry out this evaluation, the experiment employs a four‐point bending test designed to rigorously assess the performance and efficacy of two distinct types of tie straps utilized within the structure. The central element of this investigation, a composite beam integrated within a concrete deck, serves as the primary test specimen, providing a realistic and applicable context for the assessment. The overarching goal of this study is to meticulously examine and compare the resilience and resistance of these shear connectors when subjected to realistic, practical loading conditions. By doing so, the research aims to shed light on the critical performance characteristics of composite shear connectors, especially their role and effectiveness in enhancing the structural integrity and durability of composite and concrete beams in various structural applications. The outcomes of this study are expected to offer significant insights and contribute valuable knowledge to the field of structural engineering, particularly in understanding and improving the performance of composite shear connectors in structural frameworks.

Design and Analysis of Curved Steel Bridges Using 3D Shell Modelling

AbstractSteel bridge designers and erectors primarily rely on approximate methods, such as 1D line girder analyses and 2D grid analyses. For curved or skewed bridges, this can give erroneous indications of the structure's true behaviour. Refined methods of analysis, such as 3D shell modelling, aim to bring a significant change in the practice of bridge engineering. By moving the industry away from simplistic design assumptions, refined analysis methods lead to more accurate, less conservative results, which in turn brings true benefits such as improved structural safety and increased economy. In this paper, several case studies on curved plate girder and tub girder bridges are presented, which cover the full bridge life cycle, from erection of the steel structure and placement of the concrete deck, down to live load analyses using influence surfaces and load rating. The case studies will be modelled with mBrace3D, a dedicated FEA software for curved steel bridges.

Mechanistic Modeling of Construction Defects in Concrete Decks Subject to Corrosion-Induced Deterioration

Mechanistic Modeling of Construction Defects in Concrete Decks Subject to Corrosion-Induced Deterioration

Experimental and theoretical investigation on flexural behavior of concrete-filled tubular flange girders

Concrete-filled tubular flange (CFTF) girders offer superior torsional stiffness compared to traditional I-shaped plate girders, providing enhanced flexural performance. To accurately assess the flexural capacity of CFTF girders, both flexural tests and theoretical analyses were conducted on specimens with and without concrete decks. The experimental data were meticulously analyzed to understand the flexural mechanism, yielding sequence, interface slip, strain distribution, and confinement effect of CFTF girders. Subsequently, finite element models were then utilized to analyze the influence of cross-section dimensions and material optimization on the flexural behavior of CFTF girders. Comparative analyses with I-shaped girders were also performed to highlight the structural advantages of CFTF girders. The proposed flexural calculation formulas were validated against both experimental and analytical results, demonstrating a fitting accuracy between 95 % and 98 % for the yield moment and between 96 % and 98 % for the ultimate moment. The method proposed in this paper provides a reliable and accurate approach for evaluating the flexural capacity of CFTF girders, significantly contributing to the advancement of design and analysis practices in structural engineering.

Thermal compensation of monolithic distributed fibre optic sensors: From the lab to the field

Distributed fibre optic sensing (DFOS) is gaining popularity as a diagnostic solution for short-term non-destructive testing (NDT) and long-term structural health monitoring (SHM). However, there are still challenges to be overcome, particularly with regard to long-term measurements under real field conditions, taking into account, among other things, temperature changes. These changes affect strain measurements through both thermal expansion and optical effects, and appropriate correction depends on the internal design of the sensor and the installation methods. Therefore, despite the fact that thermal compensation is one of the key prerequisites for correct data interpretation, there are no universal and clear procedures for DFOS. The lack of sufficient guidelines and proven applications is the main motivation for undertaking studies. The scope and novelty of the presented research lies in 1) the theoretical explanation of the thermal performance of monolithic DFOS sensors compared to the layered sensing cables; 2) the analysis and correction of strain data measured with monolithic sensors placed in a thermal chamber; 3) the verification of the laboratory results and the proposed approach in real field conditions: in a concrete footbridge deck and in a steel underground gas pipeline. All presented measurements were performed with high spatial resolution (mm order) Rayleigh-based interrogators under the control of conventional reference spot thermistors. The research demonstrated the linear thermal response of the monolithic sensors and confirmed their usefulness for distinguishing between length- and stress-dependent strains. Finally, the thermal compensation approach was proposed and verified in real operating conditions.

Building Roof Covering Materials for Residential and Commercial: Comparison and Best Choices

Choosing the right roofing material is an important aspect of building design and construction. Both residential and commercial buildings have roof-related needs. But basically, the selection of roofing materials is not only for protection from but also based on energy efficiency, aesthetics, and longevity of the building. In addition, the design of roof shape selection must be done carefully because the wrong selection can cause rainwater seepage or leakage on the roof and high repair costs. This research aims to explore by comparing the characteristics of roof covering materials and provide the best choice based on needs. The research method used is a qualitative research method with the stages carried out, namely data collection techniques, sample determination, data analysis and research conclusions. Based on the analysis, it is concluded that for residential houses, tile roofs and concrete deck roofs are the best choice because they offer an optimal combination of aesthetics, durability, energy efficiency, and cost that is suitable for the Indonesian climate. While for commercial buildings, metal tile roof is an excellent choice due to its durability, energy efficiency, and modern aesthetics that suit the needs of commercial buildings.

Innovative bridge deck solutions: Examining the impact response and capacity of UHPC with FRP stay-in-place formworks

This study investigates the impact behaviour of bridge decks constructed with ultra-high-performance concrete (UHPC) and fibre-reinforced polymer (FRP) stay-in-place (SIP) formwork. Eight scaled bridge decks were fabricated and tested under pendulum impacts. Two different FRP SIP formwork configurations, i.e., square hollow section (SHS) and Y-shaped stiffened, were considered. Two types of reinforcing bars, i.e., steel and glass FRP (GFRP), were adopted for these samples. The influence of impact velocity on the transient response and progressive damage of the concrete decks under impact loading was investigated. The test results showed that UHPC and Y-shaped stiffeners were effective in decreasing the peak and residual displacements of decks by up to 70 % when compared to decks made with normal strength concrete. UHPC and Y-shaped stiffeners greatly improved the impact and residual impact capacities. The use of GFRP rebars instead of steel reinforcement changed the failure mode and FRP SIP formwork reduced deck damage and mitigated scabbing failure under impact loads. The configuration of FRP SIP formwork had a substantial influence on the impact force and thus the deck’s performance. Especially, this study has observed an interesting phenomenon under impact, i.e., reaction force could be greater than impact force, which has not been reported in the literature yet.

Flexural cracking behaviour and crack width calculation of steel-plate-reinforced ribbed UHPFRC deck panels

Ribbed ultra-high performance fiber reinforced concrete (UHPFRC) deck panels have been designed and implemented in buildings and bridges due to being increasingly slender, lightweight and tough. To further improve the crack resistance, this paper studies a neotype ribbed UHPFRC deck panel using steel plates and headed studs to reinforce the ribs. Bending tests were conducted to reveal the various crack and strain developments at different specimen parts with an aim to selecting the interesting primary-crack position and spacing. Then, theoretical calculation equations were proposed and verified on the differential strain, crack spacing and crack width for the interesting primary crack. The test results showed that the maximum crack width was invariably located at the rib instead of the top slab, and the primary-crack spacing varied from 52.1 mm to 151.2 mm after the cracks penetrated the whole rib into the top slab. The theoretical study showed that the tensile property of UHPFRC can be taken account by a two-line model, the shrinkage strain of UHPFRC as 556.5 με herein should be amended in the equation of the differential strain between reinforcement and UHPFRC. Besides, the crack spacing before and after the cracks penetrated the whole rib can be predicted by the standard AFNOR: 2016 and the headed-stud spacing, respectively. Finally, the theoretical crack-width calculation method was verified to have a satisfactory accuracy by comparing the calculated and test results with a percentage error within 4.0 %.

Mechanical behavior improving study of concrete deck of main beam at pylon root of composite beam cable-stayed bridge

Steel-concrete composite beam has been increasingly applied to large span cable-stayed bridges. It takes full advantage of the material properties of steel and concrete. However, the concrete deck bears tension in the negative moment zone, such as zero block, which is disadvantageous to structures. Aiming at this problem, a finite element model of the zero block in the negative moment zone of a semi-floating cable-stayed bridge is built, and the local mechanical performance of the bridge deck under completed status is studied. Based on the analysis results, three improvement measures have been proposed. The improvement effect of each method and composed of three methods has been studied. The numerical results show that the whole zero block zone is in the compressed state under the combined action of the bending moment and axial force of the stay cable. However, the local negative moment effect in the zero block zone is very prominent under the support of the diaphragm plate. Removing parts of the diaphragm plate at the bearing position can significantly improve local mechanical behavior in the concrete deck, which transfers the local support to the adjacent two diaphragm plates. The composed improvement effect is prominent when the three measures are adopted simultaneously.

Full scale testing of ultra-high performance concrete closure joint for prefabricated full-depth precast concrete bridge deck panel system

The main objective of the transverse joint between prefabricated full-depth precast concrete deck panels is to prevent the relative vertical movement between the panels and to transfer the loads between adjacent panels without cracking. The most common failure mode for these types of joints during their service life are the interface cracks. Such cracks serve as a conduit for ingress of water into the superstructure, leading to further deterioration requiring frequent maintenance. UHPC is known for its high tensile and bond strengths and is often considered as a joint fill material that has the potential to make this connection more durable. This research has been initiated to investigate if closure joints cast using UHPC material can compete with the performance of monolithic deck systems. The experimental program consisted of two full-scale concrete bridge decks that were statically tested until failure. One bridge deck was a jointed panel deck (JPD) consisting of two half-size panels connected by UHPC closure joint, while the control deck was a full panel deck (FPD) cast as one monolithic specimen. Both decks were connected to the steel girders with UHPC shear pockets that contained four to six shear studs welded to the girder flange. The JPD had rectangular tapered shear pockets and the FPD had circular shaped pockets. The results indicated that the JPD and FPD reached the same ultimate loads, and both failed via concrete punching at the load point situated adjacent to the closure joint of JPD. The results demonstrated that using UHPC closure joint resulted in similar performance and behaviour under loading as the monolithic deck. The interfacial failure was not indicated even at ultimate loads. This confirms the ability of the UHPC closure joint to transfer the load to the adjacent panel. The results also indicated the use of circular or rectangular pockets led to similar behaviours.

Static and fatigue behavior of concrete bridge deck slabs reinforced with BFRP and steel bars

Using Fiber-reinforced polymer (FRP) has proved great promise as an alternative to conventional steel in bridge constructions owing to its high tensile strength and corrosion resistance. However, using Hybrid reinforced concrete (RC) slabs displayed enhanced stiffness, narrower crack width and larger bending capacity compared with FRP-RC slabs. This paper studies the static and fatigue performance of concrete bridge deck slabs reinforced with hybrid basalt-FRP (BFRP) and steel bars. The main parameters were the effective reinforcement ratio, the FRP-to-steel bars ratio Af/As, and the fatigue limit. The test results exhibited that superior fatigue behavior was achieved in the hybrid-RC slabs because the hybrid bars can better distribute the load and reduce stress concentration. In addition, the fatigue life growths with increasing the effective reinforcement ratio while reverse trend was observed when increasing Af/As ratio. In addition, increasing the upper fatigue load limit deteriorates the slab stiffness and significantly reduces the fatigue life. A regression analysis has been performed and revealed that the concrete deck slab can withstand 2 million cycles after fatigue loading of an upper fatigue load limit of 34 % of its ultimate static capacity.

Flexural behaviour of the segmental precast concrete decks post-tensioned by GFRP rods

This paper introduces an innovative post-tensioned segmental concrete deck system internally reinforced and tied with GFRP reinforcements for application in pontoon decks and other deck structures in aggressive marine environments. Utilisation of the GFRP reinforcements in floating concrete structures is essential because of their non-corrosive characteristics. Six large-scale segmental decks following the specifications of Queensland maritime infrastructure were designed, manufactured, and tested to assess the reliability of the new construction system under static flexural loading in the flatwise and edgewise orientations. One segmental deck served as a reference with hand-tight post-tensioning, while the remaining specimens were connected by the GFRP rods with varying levels of post-tensioning. All decks were tested up to failure, allowing for an investigation of their flexural strength, load-strain behaviour, joint opening, and failure mechanism. The results showed that post-tensioning the GFRP rods improves the flexural performance of the segmental decks. The higher the level of post-tensioning, the higher the contact area between the segments at the joint is achieved. A numerical model was developed to understand the detailed mechanism of both flatwise and edgewise specimens. A strain reduction coefficient in the segmental concrete deck under flexure is introduced accounting for the joint presence to reliably calculate the stress in the post-tensioned internal GFRP rod when the concrete in the joint crushes. The system investigated can increase maritime and recreational infrastructure's construction efficiency and provide creative solutions in the GFRP-reinforced concrete structures in the building and construction industry.

Effect of Concrete Slab on Built-up Double Web Castellated Steel Beam under Combined Flexural and Torsion Load

The research examines the behavior and reactions of six double-web steel sections of non-composite and composite-reinforced concrete deck slabs and castellated steel beams. The composite beams with concrete slabs and non-composite steel beams with different levels of castellation were isolated from the specimens at 0%, 25%, and 50%. The ultimate strength, load at cracking, failure mechanism, load/deflection relationship at midspan, stiffness, and ductility were evaluated. The concrete slab increased the ultimate load by 61.1%, 63.3%, and 55.5% for castellation ratios of 0%, 25%, and 50%, respectively. The non-composite and composite castellated beams' shear strength decreased as the expansion ratio increased. The angle twist of non-composite samples was greater than that of composite samples due to their greater ductility and lower stiffness. The concrete slab also restricted the samples and reduced their rotation.