Polymer Bars Research Articles

Factors Influencing the Bond Strength between FRP Bars and Concrete and the Calculation Methods for Anchorage Length

Since the 21st century, developed countries such as Japan, the United States, and Europe have designated Fiber Reinforced Polymer (FRP) as a key industry for development. Currently, FRP sheets, represented by carbon fiber fabric, have become an important material for structural reinforcement and are widely used in the renovation and reinforcement of various civil and industrial buildings. For example, in the early 1960s, the American company Marshall-Vega produced Glass Fiber Reinforced Polymer (GFRP) bars to address the issue of salt corrosion in reinforced concrete structures in coastal and cold regions. In the design of the ArtScience Museum in Singapore, to ensure the integrity and smoothness of the architectural form, facilitate prefabrication and assembly of components, and meet structural, fire safety, and security requirements, the designers evaluated various materials and ultimately selected polyethylene resin-based GFRP panels. This paper employs a literature review methodology, first analyzing the factors that affect the bond strength between FRP bars and concrete, then reviewing standards to understand the calculation methods for anchorage length in different countries, collecting relevant experimental data, and finally analyzing the advantages and disadvantages of various anchorage length calculation methods.

An Experimental Research Into the Bonding Strength of GFRP Bars in Concrete Under Elevated Temperatures

This study investigates the bond strength of Glass Fiber Reinforced Polymer (GFRP) bars in concrete at high temperatures. Twenty-four specimens were tested at 600°C to replicate fire conditions and analyze performance consequences in structural applications, with variables such as bar diameter and position within the concrete taken into account. The results show a considerable drop in binding strength, notably in edge-positioned bars with thinner covers, which is related to thermal degradation of the epoxy resin. The stress-slip relationship revealed significant increases in slippage, particularly for bigger diameter bars, as well as the vulnerability of GFRP bars to high temperatures. Failure modes shifted mostly to splitting following exposure, emphasizing the importance of design concerns in fire-prone structures. These findings improve our understanding of GFRP performance in harsh situations, influencing material selection for greater fire resilience.

Effect of polypropylene and brass‐coated steel fibers on bond behavior of GFRP bars in normal and high‐strength geopolymer concrete

AbstractIn the current study, the effect of two types of fibers, polypropylene (PP) and brass‐coated steel (BS) fibers, on the bond performance of glass fiber‐reinforced polymer bars with geopolymer concrete is investigated. Additionally, the impact of embedment length, bar diameter, and compressive strength of the concrete on the bond behavior was considered. The result shows that inclusion of BS fibers considerably improves the pullout capacity and the curve's initial stiffness, as the BS fibers have a superior tensile strength than PP fibers. In the case of PP specimens, few samples demonstrated a change in failure mode from split to pullout. However, in the case of BS specimens, including those that showed split failure in PP specimens, failed in a pullout fashion. The crack width seen on the exterior concrete surface is considerably reduced with the addition of fibers. To assess the post‐peak response of the bond stress versus slip curves, energy‐based bond toughness parameters were proposed, and the results indicate that the post‐peak response was enhanced by the addition of BS fibers. Increasing the embedment length and bar diameter has a negative impact on the bond characteristics, whereas the concrete strength has the opposite effect. Experimental results compared with analytical models, and Cosenza‐Manfredi‐Realfonzo model outperformed the modified Eligehausen, Popov, and Bertero model. Overall, BS fibers produce superior outcomes.

Bond-slip behavior and model of sand-coated deformed GFRP bars in ultra-high-performance concrete

The aim of this paper is to investigate the bond-slip behavior and model of sand-coated deformed glass fiber-reinforced polymer (GFRP) bars embedded in ultra-high-performance concrete (UHPC). For this purpose, a total of 24 pull-out specimens were tested to failure, varying embedded lengths (2 d b,3 d b,4 d b and 5 d b, where d b represents the diameter of the bar) and steel fiber volume fractions (1% and 2%). It was observed that as the embedded length or fiber volume fraction increased, the failure mode changed from progressive pull out of GFRP bars (pullout failure) to rupture of GFRP bars (rupture failure). Both modes of bond failure experienced damage at GFRP-UHPC interface due to the delamination of the outside layer of GFRP bars. The bond-slip response of GFRP bars exhibited four stages: micro slip stage, ascending stage, descending stage, and residual stage. The bond strength of GFRP bars embedded in UHPC exhibited an increasing trend with the fiber volume fraction, while it demonstrated a declining trend with the increasing embedded length. For specimens with fiber volume fraction of 1% and 2%, the bond strength decreased by 24.4% and 8.0%, respectively, as the embedded length increased from 2 d b to 4 d b. In addition, a database consisting of 200 bond specimens including 24 test specimens from this study was established to statistically derive a bond strength equation for GFRP bars embedded in UHPC. Furthermore, a bond-slip model was proposed to describe the bond-slip behavior of sand-coated deformed GFRP bars embedded in UHPC.

Flexural Behavior of BFRP Bar-Recycled Tire Steel Fiber-Reinforced Concrete Beams.

This research advocates for the use of basalt fiber-reinforced polymer (BFRP) bars and recycled tire steel fibers to reinforce concrete beams. Six concrete beams were constructed using different volume contents of recycled tire steel fibers (0, 0.5%, 1.0%, 1.5%) and BFRP reinforcement ratios (0.48%, 0.75%, 1.08%). Mechanical properties tests were conducted to investigate the flexural characteristics and failure modes of beams utilizing the non-contact full-field strain displacement measuring technology-digital image (3D-DIC) technology. The recycled tire steel fiber (RTSF) improves flexural performance, which contributes to inhibiting crack propagation, reducing flexural deformation, and improving the first cracking and ultimate loading capacities. Under the same reinforcement ratio, in comparison to ordinary BFRP beams, the cracking load of BFRP-RTSF beams increased by 17.73%, 23.76%, and 42.94%, respectively, and the ultimate bearing capacity increased by 4.03%, 5.85%, and 13.21%, respectively. In addition, a modified calculation model of bearing capacity considering RTSF tensile strength is proposed. The predicted values of BFRP-RTSF beams match well with the experimental values.

Effects of steel fibers and carbon nanotubes on the flexural behavior of hybrid GFRP/steel reinforced concrete beams

BackgroundGlass fiber-reinforced polymer (GFRP) bars offer a superior alternative to steel bars in concrete reinforcement but are associated with wider cracks and higher deformation rates. This study introduces a novel approach by combining steel fibers (SFs) and carbon nanotubes (CNTs) to address these drawbacks and enhance the performance of GFRP-reinforced concrete beams. The unique contribution of this study lies in the simultaneous use of SFs and CNTs, which has not been extensively investigated, particularly in the context of GFRP-reinforced concrete. The study involved testing three sets of nine specimens with different concrete mixtures and reinforcement forms.ResultsThe results showed that adding 0.04% CNTs by cement weight and 0.6% SFs by volume fraction significantly improved the mechanical performance of GFRP and steel reinforced beams. GFRP reinforced beams with CNTs and SFs exhibited a reduction in crack width, a 20% increase in load-carrying capacity, and a 25% reduction in deflection compared to reference specimens. Scanning electron microscope analysis further revealed that CNTs effectively enhanced tensile load transfer, improving flexural behavior of the beams. The finite element analysis using ANSYS confirmed the experimental findings, highlighting the improved stress distribution in the modified concrete mixtures.ConclusionsIncorporating SFs and CNTs in concrete significantly improves the mechanical performance of GFRP-reinforced beams, making them more durable and resilient. These findings suggest that the proposed approach can enhance the longevity and sustainability of concrete structures, particularly in dynamic load applications such as bridges and high-rise buildings. Further experimental and analytical studies are recommended to assess the practical implications and cost-effectiveness of these materials in large-scale construction projects.

Shear behavior of high-strength concrete beams reinforced with carbon fiber-reinforced polymer bars

This study experimentally investigates the shear performance of high-strength concrete (HSC) beams reinforced with carbon fiber-reinforced polymer (CFRP) bars. Thirteen HSC beams were tested under four-point monotonic loading until failure, focusing on parameters such as the shear span-to-depth (a/d) ratio, longitudinal reinforcement ratio, transverse reinforcement ratio, and the type of longitudinal reinforcement (CFRP, steel, and hybrid CFRP-steel). The study analyzed failure modes, shear cracking patterns, cracking load, ultimate shear capacity, and load-deflection responses. Results indicated that shear failures in CFRP-reinforced HSC beams can occur suddenly due to the brittle nature of both FRP and HSC. Adding longitudinal steel bars alongside CFRP bars significantly enhanced the ultimate shear capacity while balancing both ductility and durability. The ultimate shear capacity was primarily influenced by the longitudinal reinforcement ratio and the a/d ratio. Specifically, the ultimate shear capacity decreased by approximately 72 % as the a/d ratio increased from 1.0 to 3.0. Furthermore, the maximum midspan deflection increased by 135 %, rising from 4.0 mm to 9.4 mm with the same change in the a/d ratio. Conversely, increasing the longitudinal reinforcement ratio from 0.6 % to 1.7 % led to a 43 % increase in ultimate shear strength due to enhanced dowel action mechanism and improved crack control, which contributed to a higher shear resistance in the concrete beam. Both CFRP and steel-reinforced beams exhibited similar shear capacity, indicating comparable shear transfer mechanisms. Additionally, a proposed shear model based on regression analysis of 139 FRP-reinforced HSC beams demonstrated better predictive accuracy than existing design codes.

Structural Behavior of Self-Compacting Bendable Mortar Beams reinforced by GFRP Bars under Monotonic Loads

Flexible or bendable concrete is an Engineered Cementitious Composite (ECC) that exhibits ductile material properties, in contrast to the brittle nature of conventional concrete. The material composition of conventional concrete is modified in order to impart a flexible nature to the material. This research presents the findings of an experimental study examining the flexural response of self-compacting bendable concrete beams reinforced by Glass Fiber Reinforced Polymers (GFRP) bars under a symmetrical two-point load. The experimental work comprised the casting of eight reinforced beams. The dimensions of all beams were identical: an overall height of 150 mm, a width of 100 mm, and a total length of 1,000 mm. The beams were classified into three groups based on the type of variables adopted and the type of the strengthening method employed, the percentage of steel fibers (1%, 1.5%, and 2%), and the percentage of Polyvinyl Alcohol (PVA) (0.2%, 0.3%, and 0.4%) were also considered. The following measurements were taken: the first cracking load, midspan vertical deflections, concrete surface strains, and the ultimate load capacity. Additionally, the crack patterns were recorded and the failure mode was observed, in addition to the mechanical properties of self-mortar bendable concrete (both fresh and hardened). The results indicated that an increase in the PVA ratio from 0.2% to 0.3% and 0.4% resulted in a notable rise in the modulus of rupture and modulus of elasticity, by approximately 16% and 40%, respectively, and 0.09% and 2%, respectively. The ductility of the beams increased with the steel fiber ratio due to enhanced flexural and splitting properties, which is a positive outcome. This allows for more caution to be exercised before the beam reaches its limit of stability. Furthermore, the value of deflection at maximum load increases with the increase of steel fiber content due to the increase in load capacity.

Comparative Study of Flexural Behaviours of Carbon Fiber Reinforced Polymer (CFRP) Bars and Strands

Comparative Study of Flexural Behaviours of Carbon Fiber Reinforced Polymer (CFRP) Bars and Strands

Flexural Behavior of Steel-Fiber Reinforced Polymer (FRP) Composite Bars (SFCBs) Reinforced Engineered Cementitious Composite (ECC)-Concrete Composite Beams

Compared to using steel bars or Fiber Reinforced Polymer (FRP) bars alone, Steel-FRP composite bars (SFCBs) offer superior corrosion resistance, higher elastic modulus and ductility, suggesting their suitability in harsh environments. Engineered Cementitious Composite (ECC) provides outstanding tensile strength and crack control capability, exhibiting significant pseudo-strain hardening with an extremely high ultimate tensile strain. This research explores the static flexural performance of SFCB-reinforced concrete-ECC (SFCB-RC/EC) composite beams, focusing on the effects of SFCB bars and ECC materials on failure patterns, load-carrying capacity, deflection, strain, cracking and ductility. Results revealed that SFCBs provided excellent post-yielding stiffness, and ECC effectively limited crack development and fully utilized matrix strain in both tensile and compressive zones. Compared to SFCB-reinforced concrete beam, SFCB-RC/EC beam showed a 38.3% increase to load-carrying capacity, and a 42.8% improvement to energy ductility coefficient, significantly enhancing the beam deformability. A cross-sectional analysis method for SFCB-RC/EC beams was developed based on reasonable assumptions and a simplified constitutive model for the materials. The impact of ECC tensile strength was examined in relation to reinforcement ratio of SFCB and height of the ECC layer. A quantification method for determining the SFCB reinforcement ratio was suggested as a safety reserve for the contribution of ECC tensile strength and the height of the ECC layer. Additionally, a simplified analytical model for the load-bearing capacity of SFCB-RC/EC beams was developed. The predicted values from the model showed good agreement compared to experimental results, confirming the validity of the proposed model and their applicability in engineering practice.

Influence of sand coating intensity on bond properties between basalt fibre-reinforced polymer bars and concrete

Influence of sand coating intensity on bond properties between basalt fibre-reinforced polymer bars and concrete

Behavior of Hybrid Natural Fiber Reinforced Polymers Bars Under Uniaxial Tensile Strength and Pull-Out Loads with UHPC

This study evaluated the uniaxial tensile strength and bond performance of natural hybrid reinforcement bars. Hybrid FRP combines multiple fibers and matrixes, resulting in a desirable performance. Two types of hybrid bars were tested: one with natural fibers surrounded by glass fiber, and the other with a steel core surrounded by natural fiber and then glass fiber. Thirteen samples were used to assess tensile behavior, with four groups including glass fiber, flax, sisal, and jute fibers. Pull-out behavior testing was conducted on twelve samples, divided into four groups of fiberglass, flax, sisal, and jute. Each group used three types of concrete: normal, high strength, and ultra-high-performance concrete (UHPC). The results refer to flax samples that had a higher tensile strength and elastic modulus of 143MPa and 38GPa, respectively, than samples made of sisal and jute fibres. The hybrid bars with a steel core exhibited a significant improvement in elastic modulus of 206% in compared to samples made solely from glass, sisal, and jute fibers. On the other hand, the samples with UHPC showed the highest bond strength. The sample U-GFRP with ultra-high-performance concrete showed the highest bond strength 9.32MPa, while the sample N-GFRP with normal concrete showed the lowest bond strength 5.87MPa, respectively. However, this study suggests that hybridizing natural fibers can be a cost-effective and eco-friendly alternative to synthetic fibers.

Experimental study of static and fatigue push-out test on headed stud shear connectors in UHPC composite steel beams

Steel-concrete composite girder bridges utilize shear connectors to connect concrete deck slabs and steel girders. In current practice, the headed shear stud connector is the most used due to its reliability and ease of installation. Several studies are available on the static and fatigue behavior of welded-headed shear studs embedded in normal-strength concrete. However, relatively little is known about the static and fatigue behavior of headed shear connectors in composite beams when shear studs are embedded in ultra-high-performance concrete (UHPC). This study reports a series of pushout results carried out on headed shear connectors embedded in UHPC at pre-fatigue and post-fatigue stages. Six pushout specimens were first tested under static load to collapse. The precast normal-strength concrete slabs in the pushout specimens were reinforced with glass fiber-reinforced polymer (GFRP) bars to promote sustainable construction. This practice, commonly used in Canada, aims to eliminate the corrosion of steel bars caused by de-icing salts used during winter. The results from these tests were used to determine the applied fatigue stress range of another six identical pushout specimens, which were subjected to constant amplitude fatigue loading over 2 million cycles. Results show that the fatigue cycles applied to the specimens prior to testing them to collapse did not alter the failure mode or the crack pattern of the tested specimens. Furthermore, the studied pushout specimens considered 6 different shapes of shear pockets in which the arrangement and spacing of studs were varied. It was found that the studs in a square pocket form yielded a shear capacity of 13.9 % and 16.7 % greater than those for similar studs arranged in a single row-oriented longitudinally and transversally, respectively. The accuracy of the various design formulas specified in design codes in estimating the shear resistance of the tested specimens, as well as empirical formulas proposed to develop load-slip curves of tested specimens, is studied. It was found that the European and Japanese codes significantly underestimated the stud shear capacity, whereas the Canadian code provides a more accurate estimation.

Short-Beam Shear Strength of New-Generation Glass Fiber-Reinforced Polymer Bars Under Harsh Environment: Experimental Study and Artificial Neural Network Prediction Model.

In this study, the short-beam shear strength (SBSS) retention of two types of glass fiber-reinforced polymer (GFRP) bars-sand-coated (SG) and ribbed (RG)-was subjected to alkaline, acidic, and water conditions for up to 12 months under both high-temperature and ambient laboratory conditions. Comparative assessments were also performed on older-generation sand-coated (SG-O) and ribbed (RG-O1 and RG-O2) GFRP bars exposed to identical conditions. The results demonstrate that the new-generation GFRP bars, SG and RG, exhibited significantly better durability in harsh environments and exhibited SBSS retentions varying from 61 to 100% in SG and 90-98% in RG under the harshest conditions compared to 56-69% in SG-O, 71-80% in RG-O1, and 74-88% in RG-O2. Additionally, predictive models using both artificial neural networks (ANNs) and linear regression were developed to estimate the strength retention. The ANN model, with an R2 of 0.95, outperformed the linear regression model (R2 = 0.76), highlighting its greater accuracy and suitability for predicting the SBSS of GFRP bars.

A Novel Analytical Bond Model for ETS FRP Bars in Shear Rehabilitation of Concrete Members

In this article, an unprecedented fracture mechanics-based bond model for embedded through-section (ETS) fibre-reinforced polymer (FRP) bars installed in concrete blocks is proposed. Various methods have emerged for rehabilitating substandard and deteriorated concrete structures. The ETS FRP bar method provides numerous advantages over existing shear strengthening methods, but no reliable and comprehensive bond–slip model exist to predict the method’s bond behaviour. In this study, a state-of-the-art analytical bond model is derived for determining the debonding force of the ETS FRP bars from concrete blocks using a newly proposed bi-linear bond–slip relationship that is expressed as a function of the maximum shear stress and its corresponding slip. The accuracy of the results predicted by the proposed model is verified with the existing push–pull data of ETS FRP/concrete joints in the literature. The results show that the newly proposed model can be used for both carbon FRP (CFRP) and glass FRP (GFRP) ETS bars with an average Pexp/Pmax ratio of 1.04 with superior statistical accuracy measures when compared to the existing bond models’ predictions.

Investigation on bond behavior of GFRP bar embedded in ultra-high performance polyoxymethylene fiber reinforced concrete

The combination of glass fiber reinforced polymer (GFRP) bars and polyoxymethylene (POM) fiber reinforced ultra-high performance concrete (UHPC) can create a structural system with excellent service performance and exceptional durability. Bond is a critical factor affecting the service performance of structures constructed using GFRP bars and POM fiber reinforced UHPC. Therefore, this paper investigates the bond behavior between GFRP bar and POM fiber reinforced UHPC by using a direct pull-out test. The test variables were reinforcement type, volume fraction of POM fiber, embedment length, diameter of reinforcement, thickness of concrete cover, and compressive strength of concrete. The effects of these test variables on the failure mode, bond stress-slip curve and bond strength of GFRP bar with POM fiber reinforced UHPC were discussed. The test results revealed that the volume fraction of POM fibers and the reinforcement diameter have barely effect on the bond strength. The bond strength initially increases with increasing concrete cover thickness, and then plateaus after the concrete cover thickness reaches 3.35 times the reinforcement diameter. Furthermore, a predictive model for bond strength of GFRP reinforced UHPC specimens was proposed and validated using test data from other literature. A general bond-slip constitutive model was established to accurately describe the bond-slip relationship of GFRP bar and UHPC.

Machine learning prediction of interfacial bond strength of FRP bars with different surface characteristics to concrete

Fiber-reinforced polymer (FRP) bars have been implemented in civil infrastructures as internal reinforcement. The bond strength of FRP bars to concrete depends on the surface characteristics considerably. This study used machine learning (ML) techniques to explore the influence of bar surface types on the bond properties quantitatively. A database including 158 FRP bars-concrete pull-out testing results was compiled. The geometric factors, including rib spacing (wc), rib width (wf) and rib height (rh), were proposed to quantify the surface configurations of FRP bars. Twelve ML models were trained to predict the interfacial bond strength. The ML models demonstrated higher accuracy in predicting the bond strength compared to eight existing equations from the literature. Among these models, CatBoost exhibited the highest accuracy, with an RMSE 58.3 % lower than the most accurate existing equation. CatBoost was utilized in parametric research on the influencing factors, and demonstrated that wf had the highest weight contribution to interfacial bond strength. Additionally, this study effectively combines ML models with physical meaning-driven analysis methods, resulting in a practical and interpretable equation for calculating FRP bars-concrete interfacial bond strength.

Improving predictive accuracy for punching shear strength in fiber-reinforced polymer concrete slab-column connections via robust deep learning

Amidst the evolving landscape of structural engineering, this study addresses the pressing need for a robust, data-driven model in the context of alternative reinforcement techniques such as Fiber-Reinforced Polymer (FRP) bars and the application of Machine Learning (ML) methodologies for predicting the punching shear strength (PSS). Structural engineering heavily relies on accurate predictions of PSS for ensuring the safety and durability of various constructions. However, existing models often lack the comprehensiveness and precision required to effectively address the diverse and complex factors influencing PSS in FRP-reinforced concrete structures. This research explored the shear strength of FRP-reinforced concrete slabs, with a particular focus on the different types of FRP, namely Carbon Fiber-Reinforced Polymer (CFRP), Basalt Fiber-Reinforced Polymer (BFRP), Glass Fiber-Reinforced Polymer (GFRP), and Hybrid Fiber-Reinforced Polymer (HFRP). Leveraging an innovative deep learning approach, the study utilizes a dataset comprising 285 samples gathered from 56 distinct studies to train models that incorporate 11 dependent variables. This comprehensive approach aims to capture the intricate interplay between geometric, material, and other pertinent factors influencing PSS. The study employs a connection weight method to evaluate the significance of various features and introduces a novel Graphical User Interface (GUI) to enhance user interaction with the Deep Neural Network (DNN) model designed for PSS prediction. Through meticulous experimentation and analysis, the research identifies an optimal DNN architecture that achieves a minimum Mean Absolute Error (MAE) of 0.81, validated through k-fold cross-validation. Key conclusions highlight the critical influence of specific features, such as slab depth, column-to-slab area ratio, and modulus of elasticity, on the predictive accuracy of the model. Conversely, certain factors like slab area, reinforcement ratio, and concrete compressive strength negatively impact predictions. SHAP analysis further elucidates the significance of FRP type and column length-to-width ratio as pivotal factors affecting PSS predictions. These findings underscore the potential of the developed model in enhancing the dependability and practicality of structural engineering applications. Moreover, they point towards future research directions aimed at refining predictive accuracy and exploring broader applications in the field of building engineering.

Research on the bond performance between glass fiber reinforced polymer (GFRP) bars and Ultra-high performance concrete(UHPC)

In recent years, in order to overcome the problems that steel bars are prone to rust and the ductility of GFRP and ordinary concrete is insufficient, a new type of reinforced concrete structure with good durability and high ductility has been developed by combining glass fiber reinforced polymer (GFRP) bars with ultra-high performance concrete (UHPC). The bond performance between GFRP and UHPC is the guarantee for them to work together and achieve optimal performance, which is worthy of further research. In this paper, pull-out tests were performed on 75 center pull-out samples with a side length of 150 mm, taking into account factors such as GFRP bar diameter, surface treatment type, bond length, and fiber content. The failure modes and bond performance of GFRP bars and UHPC pull-out specimens were investigated. The results indicate that the bond-slip curves of GFRP bars in UHPC and ordinary concrete show similar bond-slip characteristics. Compared with ordinary concrete, UHPC pull-out specimens demonstrate superior mechanical properties, including better bond strength and ductility. The UHPC-GFRP bars and UHPC-steel bars (8 mm and 10 mm) underwent pull-out failure. However, the 12 mm steel bar in UHPC reached its ultimate tensile strength, causing pull-off failure. The bond strength of GFRP bars decreases with the increase of diameter. In addition, with the increase of bond anchorage length, the bond strength decreases. When GFRP bars of the same diameter are anchored in ultra-high-performance concrete, the GFRP bars with ribbed surfaces display superior bond performance compared to those with sandblasted surfaces. Based on the models proposed by previous researchers, this paper proposes a suitable formula for estimating the bond strength between GFRP bars and UHPC. The calculated results are in good agreement with the measured results.

Structural Behavior of Full-Depth Deck Panels Having Developed Closure Strips Reinforced with GFRP Bars and Filled with UHPFRC

The adoption of prefabricated elements and systems (PBES) in accelerating bridge construction (ABC) and rapidly replacing aging infrastructure has attracted considerable attention from bridge authorities. These prefabricated components facilitate quick assembly, which diminishes the environmental footprint at the construction site, alleviates delays and lane closures, reduces disruption for the traveling public, and ultimately conserves both time and taxpayer resources. The current paper explores the structural behavior of a reinforced concrete (RC) precast full-depth deck panel (FDDP) having 175 mm projected glass-fiber-reinforced polymer (GFRP) bars embedded into a 200 mm wide closure strip filled with ultra-high-performance fiber-reinforced concrete (UHPFRC). Three joint details for moment-resisting connections (MRCs), named the angle joint, C-joint, and zigzag joint, were constructed and loaded to collapse. The controlled slabs and mid-span-connected precast FDDPs were statically loaded to collapse under concentric or eccentric wheel loading. The moment capacity of the controlled slab reinforced with GFRP bars compared with the concrete slab reinforced with steel reinforcing bars was less than 15% for the same reinforcement ratio. The precast FDDPs showed very similar results to those of the controlled slab reinforced with GFRP bars. The RC slab reinforced by steel reinforcing bars failed in the flexural mode, while the slab reinforced by GFRP bars failed in flexural-shear one.