Reinforcing Steel Bars Research Articles

Ballistic impact resistance of ultra-high-performance concrete (UHPC): A comprehensive experimental investigation and parametric analysis

This study explores the ballistic impact resistance of Ultra-High Performance Concrete (UHPC) through an extensive and detailed experimental investigation. This study will address various gaps related to the impact performance of UHPC. This investigation focused on understanding the ballistic resistance performance of UHPC based on (a) the influence of projectile/bullet parameters (hardness, velocity/energy, diameter, and nose shape), (b) the effect of hybrid fibers, (c) comparative analysis of the use of steel mesh and reinforcement bars and (d) effect of sub-zero temperature. In this parametric investigation, different types and shapes (flat, conical, and ogive) of hardened steel projectiles (diameter 12 and 18 mm) with impact velocities ranging from 103 to 182 m/s or impact energy ranging from 674 to 2103 J and UHPC slabs with thickness ranging from 36 to 100 mm was considered. Steel mesh and reinforcement bars at different spacing (with and without fiber UHPC) were also assessed, along with the effect of sub-zero temperature of −30 °C. The impact energy of the projectile and thickness of UHPC targets were statistically significant parameters affecting penetration depth in UHPC compared to other parameters with a p-value much less than 0.001. The Artificial Neural Network (ANN) model developed in the study could predict the penetration depth with reasonable accuracy (MAPE and RMSE were observed to be 7.69 and 12.12, respectively). The experimental results of this study will provide insights into the development of guidelines for using UHPC as a protective material, which can help ensure the safety and resilience of infrastructures in the face of potential threats.

Corrosion at the Steel–Medium Interface

Corrosion on the interface between a metal alloy, such as steel, and a wet, permeable non-metallic medium is of considerable practical interest. Examples include the interface between steel and water, the atmosphere or concrete, as for steel reinforcement bars; between metal and soil, as for buried cast iron or steel pipes; deposits of some type, as in under-deposit corrosion; and the interface with insulation, protective coatings, or macro- or micro-biological agents. In all cases, corrosion initiation depends on the characteristics of the interfacial zone, both of the metal and the medium, and the spatial variability. For (near-)homogeneous semi-infinite media with good interfacial contact, the pitting, crevices and general corrosion of the metal will be largely controlled by the metal (micro-)characteristics, including its inclusions, imperfections and surface roughness. In other cases, these may be overshadowed by the macro-characteristics of the medium and the degree of interfacial contact, possibly with severe resulting corrosion. Where the build-up of corrosion products can occur at the interface, they will dominate longer-term corrosion and govern the long-term corrosion rate. For media of finite thickness, diffusion issues and material deterioration may also be involved. The practical implications are outlined. It is argued that with the presence of a suitable medium, it is possible to achieve negligible long-term corrosion but only if certain practical actions are taken.

Experimental study on bond durability of GFRP bar/engineered cementitious composite exposed to freeze-thaw environments

Glass fiber reinforced polymer (GFRP) bars and engineered cementitious composites (ECC) present better structural performance as compared to conventional concrete with reinforcing steel bars. However, the bond behavior of the GFRP bar to ECC matrix under freeze-thaw (FT) cycles in cold climates remains underexplored. Therefore, this study aims to investigate the bond durability of GFRP bars and ECC under FT conditions. An experiment was conducted with 33 pullout specimens, categorized according to concrete types (normal concrete and ECC), compressive strengths (30 MPa and 50 MPa) and the number of FT cycles (0, 100, 150, and 200 cycles). Assessment parameters included surface degradation, failure modes, mean bond strength, weight loss, and the relative dynamic modulus of elasticity. Results indicated ECC specimens exhibited greater durability compared to normal concrete specimens, with no significant improvement in durability observed with increased compressive strength. Specifically, the mean bond strengths of N30 (30 MPa normal concrete) specimens, E30 (30 MPa ECC) specimens, and E50 (50 MPa ECC) specimens decreased by 88.41 %, 38.86 %, and 58.21 % after 150 FT cycles, respectively. Failure modes correlated strongly with concrete type and the number of FT cycles. SEM and composition analyses revealed the effects of FT cycles on the concrete matrix, the bond interface, and the GFRP bars. The ascending branches in the bond stress-slip curves of specimens subjected to FT cycles were effectively modeled using Malvar's model. Based on the declining relative dynamic modulus of elasticity and the correlation between laboratory and natural FT cycles, the estimated fatigue lives for GFRP bar/E30 specimens subjected to 250 FT cycles are 35.7, 71.4, and 46.2 years in Beijing, Detroit, and Vancouver, respectively. This research provides insights on GFRP bar/ECC's longevity in practical engineering contexts.

Numerical Prediction of Ballistic Performance of Thin Concrete Plate

This research explores the ability of 60[Formula: see text]mm thick reinforced concrete (RC) plates to resist impacts from ogive-nosed hard steel projectiles. The projectiles used in the present study have a diameter of 19[Formula: see text]mm, a length of 200[Formula: see text]mm, and a mass of 0.4[Formula: see text]kg impacted on the RC plates with incident velocities ranging from 92[Formula: see text]m/s to 161[Formula: see text]m/s. Numerical simulations were conducted using ABAQUS/Explicit finite element software to validate the experimental results. The Holmquist–Johnson–Cook (HJC) material model was employed to simulate the constitutive behavior of concrete, while the Johnson–Cook (JC) material model was used to simulate the material response of reinforcing steel bars. The residual velocities obtained from the simulations closely matched the actual experimental results, showing a polynomial correlation with the incidence velocities of the projectiles. Moreover, the experimentally and numerically determined ballistic limit for the 60[Formula: see text]mm thick RC plate was found to be 108[Formula: see text]m/s and 109.5[Formula: see text]m/s, respectively. In contrast, the ballistic limit calculated using empirical mathematical expressions was 107.4[Formula: see text]m/s. This alignment between predicted, calculated, and actual ballistic limits underscores the reliability and accuracy of both numerical and empirical approaches.

Application of treated sugarcane bagasse fiber in lightweight foamed concrete composites and its influence on strength properties and thermal conductivity

The construction industry recognizes the need for green, lightweight, and self-compacting materials that are also ecologically benign. Recent studies suggest that the novel lightweight foamed concrete (LFC) could potentially reduce the self-weight of structures. Adding natural fibers to FC improves its mechanical properties and contributes significantly to sustainability. One of the greatest difficulties in constructing reinforced LFC is the reinforcing steel bars’ corrosion, which impacts the behavior and lifetime structural integrity of concrete buildings. Therefore, this research aims to investigate the potential use of sugarcane bagasse fiber (SBF) in low-density LFC, after altering it with sodium hydroxide-based alkali treatment (NaOH) to enhance its properties. Low-density FCs are prone to serious durability and performance degradation; hence, in this experiment, FCs with a low density of 800 kg/m3 were fabricated and evaluated. Quantification and evaluation were conducted on several different characteristics, including the slump, density, thermal conductivity, and compressive, flexural, and splitting tensile strengths. The findings suggest that employing SBF with an optimal reinforcing range of 3% to 4% can improve the mechanical characteristics and thermal conductivity of LFC-SBF composites. The slump flow gradually decreased from 1% to 5% of the SBF’s weight fraction. The lowest slump flow was achieved by adding SBF to the LFC mixture at a weight fraction of 5%. The addition of SBF to LFC resulted in a significant boost in the material’s splitting tensile, compressive, and flexural strengths. By adding 4% SBF to LFC, the optimal strength properties were concluded in the material. In addition to this, the weight percent of SBF contributed to an increase in the thermal conductivity of LFC. This was because the porous structure of LFC, which contained SBF, enabled it to absorb heat.

Experimental Study on the Axial Compression Performance of Bamboo Scrimber Columns Embedded with Steel Reinforcing Bars

Experimental Study on the Axial Compression Performance of Bamboo Scrimber Columns Embedded with Steel Reinforcing Bars

Evaluation of flexural failure for concrete beams partially reinforced by geogrid sheets

ABSTRACT The behavior of reinforced concrete beams with biaxial and uniaxial geogrids as a partial reinforcement with traditional steel bars under flexural loads has been experimentally studied. The effect of geogrid layers with traditional steel reinforcement in concrete beam specimens in compression and tension zones has also been investigated. Geogrid is one of the geosynthetic materials that exhibits both tensile and flexural behavior similar to traditional steel. To examine the effect of geogrids on traditional steel as a composite reinforcement system, strain gauges were fixed to the concrete beams and bottom reinforcement (steel bars). The studied parameters in this investigation are the number of geogrid layers, types of geogrids, and their position in concrete beams. First cracking load, failure load, initial and post-cracking, deflection, and ductility of beam specimen were investigated. The experimental results indicated that using geogrid sheet layers as partial reinforcement greatly contributed to resisting flexural stresses of concrete beams. An increase in the ductility and the capacity load of the concrete beam specimen was also observed. Based on this experimental investigation, the geogrids can be applied as additional or alternative reinforcement with/without traditional steel bars in concrete beams.

Polymers As Concrete Healing Materials

Concrete is commonly used as a supporting material in the construction industry. Although it can withstand heavy loads, it is very brittle and sensitive to crack formation. Earthquakes and other environmental factors may result in the formation of cracks in the concrete structure. Penetration of chloride and atmospheric water with dissolved oxygen and carbon dioxide gasses through these cracks leads to corrosion of rebar (reinforcing steel bars). This paper is a short review of polymeric structures as concrete healing materials.

An Adaptive Crack Width Prediction for Flexural Steel Reinforced UHPC Beams

The crack pattern of steel reinforced ultrahigh performance concrete (UHPC) beam is usually characterized by many densely distributed fine cracks (i.e., multiple microcracks) along with localized macrocrack, and the crack width development rate along the beam height is smaller than that of normal concrete since steel fibers and steel reinforcement bars are supposed to be effective in controlling crack width propagation of the UHPC beam. However, an effective crack width prediction formula is still underdeveloped for steel reinforced UHPC beam. The present study aims to formulate a crack width prediction equation based on the equations in Chinese code GB50010 where the parameters can be regressed and calibrated. Ten UHPC beams with different steel fiber volumes and reinforcing ratios are experimentally tested to collect crack width and spacing data for comparison and validation purposes. Nonuniformity distribution coefficient of rebar strain and average crack spacing are calibrated by the test data. Also, rebar stress is calculated with considering residual tensile strength of UHPC based on a sectional analysis. The modified crack width equation is validated with the test results, showing the best prediction accuracy of 0.97 and standard deviation of 0.11 for the test beams in this study compared to those predicted by JTG 3362, CECS 38, MC and AFGC. This study is emphasizing crack width prediction and control in designing UHPC structures.

Experimental study on the behavior of eccentrically compressed corrosion-damaged reinforced concrete columns

This paper presents an experimental study of corrosion-damaged reinforced concrete (RC) columns under eccentric compression. Three RC concrete column specimens, identical in geometry, reinforcing steel bars, andconcrete mix, were fabricated. One undamaged control specimen served as the control group, while the othertwo column specimens underwent corrosion due to chloride ion exposure. All specimens were subjected to aminor eccentric compressive load. The test results have revealed the behavior of RC columns damaged by steelcorrosion. Additionally, a comparison of the load-bearing capacity of corrosion-damaged RC columns wasconducted between calculation and experiment. The results indicate a close alignment between calculated andexperimental outcomes. Furthermore, the degree of decrease in the load-bearing capacity of corrosion-damaged RC columns over time was evaluated based on the axial load-moment interaction diagram. This evaluation considered the influence of the reduction in concrete strength and the cross-sectional area of the reinforcement.

1-Benzyl-4-Phenyl-1H-1,2,3-Triazole as a Green Corrosion Inhibitor for Carbon Steel Reinforcing Bars in Concrete Elements

Reinforced concrete (RC) plays a crucial role in the construction of structures around the world. But these structures are frequently subjected to corrosive conditions, which can degrade their structural performance, shorten their service life, resulting in failure with catastrophic consequences. The concrete high pH stabilizes the formation of an oxide passive layer on the rebar. Nevertheless, this protective film can be compromised if the chloride ion concentration threshold is reached at the steel rebar surface, which can occur as the structure ages while exposed to chloride containing environments. Considering growing environmental concerns about the effectiveness of existing corrosion control methods, this study investigates the potential of 1-Benzyl-4-Phenyl-1H-1,2,3-Triazole (BPT), an organic compound, as a green corrosion inhibitor for rebar corrosion. BPT was found to inhibit corrosion of mild steel in acidic environments and has been synthesized in an eco-friendly and sustainable method.The objective of this work is to evaluate the corrosion inhibition of BPT to protect steel reinforcement in simulated marine environments. BPT was evaluated in synthetic pore solution (SPS, 8.33 g/L NaOH + 23.3 g/L KOH + 2.0 g/L Ca(OH)2, pH: 13.6) in the presence of chlorides to determine its optimal concentration. Exposure took place following a modified version of ASTM G180. In addition different electrochemical techniques were used including linear polarization resistance, electrochemical impedance spectroscopy (EIS) and cyclic potentiodynamic polarization. Then, mortar specimens containing BPT were tested under accelerated exposure by simulated seawater spray (modified ISO 11474) and the electrochemical response characterized using electrochemical techniques. Also, the physical-mechanical properties were evaluated. The BPT was found to provide different mechanisms to inhibit rebar corrosion including, adsorption on the material (EIS results) and reduced mortar permeability (resistivity and capillary absorption tests). Furthermore, BPT (at the optimal concentration) did not affect the mechanical properties of the mortar.This work highlights the efficacy of an eco-friendly corrosion control technology to extend the service life of critical reinforced concrete structures for a sustainable future.

Reinforced concrete corner for timber frame moment resisting joints – Design and experimental assessment

In this paper, a new type of moment-resisting joint for timber frames is proposed and discussed. In short, the prismatic volume of the corner is made up of high-strength concrete reinforced with steel bars bonded in both the timber beam and the column, forming a composite joint. The analytical and experimental study of the resisting moment, stiffness and failure modes of the proposed joint are carried out. The role of the timber cross section and diameters of the steel bars on the resisting moment are investigated, based on an assumed mechanical model for the stress-strain relation. The failure mode based on the yielding of the steel bars is privileged towards the timber shear failure of the bonding of the bars, given its ductile nature. Series of knee joint specimens with steel reinforcement bars of two different diameters were produced and tested to failure. The experimental results showed good agreement with the ultimate moment estimates obtained from the proposed analytical method. Specimens of polygonal bolted joint were also tested, for the sake of comparison. Both the rotational stiffness and bending strength are much higher than those of the traditional bolted joints tested. It is concluded that this joint is structurally effective and has, consequently, good potential of application.

Bond Strength of Reinforcing Steel Bars in Self-Consolidating Concrete

This paper presents an experimental investigation of the bond strength of reinforcing steel bars in tension in self-consolidating concrete (SCC). The effects of the reinforcing bar’s location, orientation, size, and coating on the bond strength with SCC were studied and compared to those with conventionally vibrated concrete (CVC). Several SCC mixtures were developed to cover a wide range of applications/components and material types. The fresh properties of the SCC mixtures were determined to evaluate their filling ability, passing ability and stability. Two hundred and thirty-four pull-out tests of rebars embedded in cubes, wall panels and slabs were conducted. Almost half of the tests were conducted to evaluate the bond with SCC and the other half with CVC. Load–slippage relationships were measured for each test. Pull-out test results were analyzed, and the bond strength was reported in two values: critical strength, which corresponds to slippage of 0.01 in. *0.25 mm); and ultimate strength, which corresponds to the maximum load. The critical strength of SCC and CVC were compared against the ACI 318-19 provisions and comparisons between the ultimate strength of SCC and CVC were conducted. The comparisons indicated that SCC has lower bond strength with vertical rebars than CVC, and a 1.3 development length modification factor is recommended. A similar conclusion applies to epoxy-coated and large diameter rebars. Also, SCC with high slump flow has shown a less top-bar effect than that of CVC.

Determining the Location of Steel Reinforcement in Thick Concrete Walls by Non-Destructive Inspection

Abstract Concrete cover is the thickness of the concrete layer that protects the reinforcing steel bars (rebar) within a reinforced concrete structure. It acts as a barrier against external elements such as moisture, chemicals, and environmental factors, safeguarding the rebar from corrosion. Concrete cover measurement is performed by using various nondestructive tests such as GPS (Ground Penetrating Radar), electromagnetic test and ultrasonic. The main benefit of the concrete cover thickness measurement is to explain the causes of corrosion and identify areas that have the capability to corrode faster. This paper discusses the possibilities to measure the concrete cover depth and determine the location of steel bars of a thick-walled concrete structure by using different nondestructive testing methods. The methods studied are a concrete cover meter, Ground Penetrating Radar, which is based on propagation radar waves in concrete, and Ultrasonic Pulse Echo tomography based on stress waves produced by ultrasonic pulses. The paper demonstrates the use of these methods for in-situ measurements on a thick-walled reinforced concrete structure. The concrete cover depth and the location for the reinforcement bars received by different methods are compared and the strong and weak points of the methods are discussed. The results indicate that the concrete cover meter is suitable for measuring the thickness of concrete cover, while the Ground Penetrating Radar and the Ultrasonic Pulse Echo device were able to identify and locate the reinforcement bars position in the concrete structure.

Corrosion Susceptibility of Blued Steel Reinforcement in Concrete by Electrochemical Impedance Spectroscopy

The main aim of this study is to quantify the rate of corrosion in reinforced steel bars embedded within concrete structures exposed to a simulated high-chloride marine environment. This involved selecting specific frequencies that corresponded to the solution resistance and charge transfer resistance, enabling faster measurements. A total of five cement mortar specimens were meticulously prepared for the investigation. The study focused on assessing the impact of variations in bluing temperature on corrosion minimization. Bluing was carried out at 450, 550, 650, and 750oC, and then immersing the specimens in a 3 wt.% NaCl solution for 21 days. Frequent tests, just after immersion, 7,14-, and 21-days immersions. Measurements through alternative current (AC) impedance were conducted across a frequency spectrum ranging from 100kHz to 10MHz. The results showed a significant decrease in the corrosion rate for specimens blued at 750, which was attributed to the development of thicker protective layers on the rebar. Higher corrosion rates were observed for bluing at lower temperatures.

Field Observations and Damage Evaluation in Reinforced Concrete Buildings After the February 6th, 2023, Kahramanmaraş–Türkiye Earthquakes

On February 6, 2023, two major earthquakes (Mw 7.7 and Mw 7.6) occurred in the province of Kahramanmaraş in southern Türkiye at 9-h intervals, causing a lot of loss of life and destruction in the region where approximately 16% of the country’s population lives. This study provides a comprehensive summary of common structural deficiencies that occurred in reinforced concrete (RC) buildings in earthquake-prone cities and proposes actionable measures systematically for future disasters. The evaluated data are based on the field observations of the authors. The main reasons for damages in RC buildings in the observation field can be classified into two categories: (1) the errors during the design stage (strong beam–weak column, short column, soft story, pounding effects, the existence of short and unconfined lap splices, insufficient transverse reinforcement, column–beam connection failures), and (2) the errors during the construction stage (poor concrete quality, unribbed reinforcing steel bar and corrosion, incorrect placement of reinforcement bars, incorrect end hook angle and length, weak gable walls, workmanship defects). Furthermore, a comparative nonlinear finite element analysis of the seismic impacts caused by the first earthquake on an existing RC building fully collapsed in the earthquake was conducted as a case study considering Türkiye Building Earthquake Code 2018 [TBEC 2018] “Türkiye Bina Deprem Yönetmeliği,” Afet ve Acil Durum Yönetimi Başkanlığı, Ankara (in Turkish)]. The validity and accuracy of the reasons for damages, which were reached by the field observations, were also proven by numerical analysis results. The importance of complying with the regulations, conducting the performance evaluations and controls of the buildings according to the renewed earthquake regulations and, if necessary, repairing–strengthening works were emphasized. The loss of life and property after the earthquakes that we experienced on February 6, 2023, which were called the “Disaster of the Century”, showed that Türkiye’s current building stock, especially those built before a certain date, is insufficient against earthquakes.

Performance Prediction of Hybrid Bamboo-Reinforced Concrete Beams Using Gene Expression Programming for Sustainable Construction.

The building and construction industry's demand for steel reinforcement bars has increased with the rapid growth and development in the world. However, steel production contributes to harmful waste and emissions that cause environmental pollution and climate change-related problems. In light of sustainable construction practices, bamboo, a readily accessible and eco-friendly building material, is suggested as a viable replacement for steel rebars. Its cost-effectiveness, environmental sustainability, and considerable tensile strength make it a promising option. In this research, hybrid beams underwent analysis through the use of thoroughly validated finite element models (FEMs), wherein the replacement of steel rebars with bamboo was explored as an alternative reinforcement material. The standard-size beams were subjected to three-point loading using FEMs to study parameters such as the load-deflection response, energy absorption, maximum capacity, and failure patterns. Then, gene expression programming was integrated to aid in developing a more straightforward equation for predicting the flexural strength of bamboo-reinforced concrete beams. The results of this study support the conclusion that the replacement of a portion of flexural steel with bamboo in reinforced concrete beams does not have a detrimental impact on the overall load-bearing capacity and energy absorption of the structure. Furthermore, it may offer a cost-effective and feasible alternative.

Experimental Investigation of the Bonding Behavior of High-Volume Fly Ash Self-Compacting Concrete Reinforced with Steel and GFRP Bars

This paper investigated the bond strength between reinforcement steel and GFRP bars embedded in high-volume fly ash concrete and conventional concrete mixtures. This research evaluated two mixes: conventional concrete, and 50% replacement cement with Class F fly ash. According to RILEM recommendations, eight hinged beams were employed to evaluate the bond strength of the concrete mixes.This investigation showed good bonding for concrete mixes containing 50% fly ash compared to conventional concrete. GFRP bars also showed good bonding, better than steel bars in the case of small diameters (10 mm), but lower bonding in the case of larger diameters (16 mm).

Strength of Hybrid Steel-BFRP Reinforced Concrete Beams with Openings in the D-Region Strengthened Internally and Externally

The opened beams always confused the designers due to the guidelines missing. In this research, six hybrid beams reinforced with mixed steel and basalt fiber-reinforced polymer (BFRP) bars and having constant cross-sections of 150 mm × 300 mm and a clear span of 1800 mm were cast and tested under a four-point loading setup. Generally, five beams had symmetrical rectangular openings with dimensions of 150 mm × 250 mm located at a distance of 250 mm (equivalent to the beam effective depth) from the beam support, while an additional solid beam served as a control. The studied parameters included the effect of using internal reinforcement (steel or BFRP bars) provided adjacent to the opening sides or by incorporating an external BFRP sheet around the opening corners. Also, double enhancement with internal steel reinforcement bars together with external strengthening BFRP sheet was investigated. The relevant results showed that the opened beam without enhancement lost 75% of the maximum load compared with the solid beam. Placing internal steel or BFRP bars around the openings increased the maximum load by 62% and 60%, respectively, compared to the non-enhanced opened beams. Using an external BFRP sheet to strengthen the opening corners of the beam enhanced the maximum load by 76% compared with the non-enhanced opened beam. Consequently, by combining both the internal steel reinforcement and external BFRP sheet around the openings, the maximum load increased by 137% compared with the non-enhanced opened beam. Ultimately, a numerical analysis of the three-dimensional finite element model was performed to confirm the experimental findings, and the relevant results showed compatibility correlations with the experimental ones. Also, the effect of various parameters such as BFRP reinforcement ratio and number of BFRP sheet layers around the openings was investigated by adapting the validated numerical model.

Full-scale testing of precast tunnel lining segments under thrust jack loading: Design limits and ultimate response

In modern practice, precast segmental tunnel linings are typically installed via a tunnel boring machine (TBM), which advances by thrusting against the previously installed segmental ring. The forces applied through the thrust jack pads can induce significant bursting and spalling tensile stresses and strains in the segment, and improperly designed segments can suffer from cracking as a result. An experimental study has been conducted to evaluate the progression of damage from initial cracking to ultimate capacity for full-scale precast tunnel liner segments under thrust jack loading. The baseline segment design is composed of steel fiber reinforced concrete (SFRC), and the impact of supplemental conventional steel bar reinforcement and load application eccentricity were also investigated. Six full-scale tests were performed with a thrust jack load per pad up to 22.2 MN (which is ∼ 3.8 times the maximum expected installation thrust force). At the maximum expected thrust jack load during installation (5.78 MN per pad), the segments were virtually undamaged, and hairline cracking initiated between the load pads on only one test. At the TBM’s ultimate jacking capacity (9.55 MN per pad) surface cracking was observed between and under the load pads; however, the crack width remained below 0.2 mm for all specimens. The formation of cracking limit states was accurately predicted by pre-test linear and nonlinear finite element (FE) models. At overload conditions, the baseline SFRC-only segment exhibited a radial bursting failure. The inclusion of supplemental conventional reinforcement does not reduce the level of cracking damage or strain development below the TBM’s ultimate jacking capacity; however, at overload conditions, the supplemental reinforcement mitigates cracking and prevents a radial bursting failure at 20.3 MN per pad. A load eccentricity of 38 mm towards the extrados surface increased the transverse strain and the formation of transverse cracking at a lower load level.