Deformation Capacity Research Articles

Lateral performance analysis of traditional timer frames on sloped terrain considering upper ground height and number of layers

ABSTRACT The timber frame on sloped terrain (TFS) features varying column base heights and inconsistent lateral stiffness, making its lateral performance vital for the stability of timber structures in mountainous areas. This study employed both test and simulation methods to investigate the lateral performance of TFS. Pseudo-static tests were conducted to assess the deformation and bearing capacity of TFS under lateral forces. The Open System for Earthquake Engineering Simulation (OpenSees) was used to model the beams, columns, and joints. A finite element model (FEM) of the TFS was then developed and validated against test results. Additionally, factors such as upper ground height and number of layers of the frame were analyzed. The results showed that the lateral behavior of traditional timber frames can be effectively simulated using OpenSees. The upward shift of the contraflexure point in TFS suggests that these structures are more susceptible to collapse than frames on flat terrain. As the height of the upper ground end increases, the stiffness and bearing capacity of the TFS, as well as the forces on the mortise-tenon joints and column feet, also increase. Conversely, as the number of layers increases, the frame stiffness decreases, while peak displacement and bearing capacity rise.

Analysis of Deformation and Ultimate Bearing Capacity of the Arch Dam of the Dagangshan Hydropower Station

Analysis of Deformation and Ultimate Bearing Capacity of the Arch Dam of the Dagangshan Hydropower Station

Research on the Seismic Performance of Concrete Compressed‐Flexural Members After Cumulative Damage From 100 Years of Design Usage

ABSTRACTThis study investigates the long‐term effects of cumulative damage on concrete members over a century, emphasizing its critical inclusion in design protocols. Employing both static and dynamic experimental approaches, the research first examines the fundamental mechanical properties of damaged concrete at the material level. Earthquake intensity data from Northeast China are then analyzed to establish the frequency of predominant intensities over a 100‐year timeframe. Subsequently, four frame columns are exposed to cumulative pseudodynamic seismic damage, followed by pseudostatic testing to assess their seismic resistance. The results demonstrate that repeated sub‐cracking‐stress damage increases concrete's uniaxial compressive strength while reducing its ultimate deformation capacity. For elements with a low axial load ratio, minor seismic damage minimally impacts ultimate deformation but enhances ultimate bearing capacity, with the steel reinforcement reaching yield at an earlier stage. In contrast, for elements with a high axial load ratio, minor seismic damage has negligible effects on both ultimate deformation and bearing capacity, though it still accelerates the onset of yield in the steel reinforcement.

Interfacial bond properties between polypropylene fiber mortar and rock with different roughness

Abstract Abstract: Effective reinforcement measures for the surrounding rock of the tunnel are crucial to ensure the safety of tunnel engineering. Fibers are very effective in improving the quality of the interface; however, to promote the application of fiber mortar (FM) in tunnel lining reinforcement, it is necessary to study the bonding performance between FM and rock. The mechanical properties of ordinary mortar (OM) and FM were investigated, and bonding performance tests were conducted. The effect of polypropylene (PP) fibers on the mechanical properties and the influence of PP fibers and surface with different roughness on the bond properties were analyzed in detail. A 3D printer was used to print various structural boards to characterize different roughness levels, and the shape of the printed model was effectively controlled, thereby ensuring the consistency and repeatability of the structural board. The test results indicated that the splitting tensile strength and volumetric strain of the mortar were improved significantly with the addition of PP fibers, in which the splitting tensile strength increased by 38%, the elastic modulus and Poisson’s ratio increased, and the deformation and energy absorption capacity were enhanced; however, there was little effect on its compressive strength. The bonding performance between mortar and rock surface were enhanced with the increase in roughness, and the direct shear strength recorded the highest value while the bond specimens with a surface roughness of joint roughness coefficient 18-20, also the PP fibers improved the bond properties. This study will be helpful for promoting the application of fiber mortar in tunnel surface lining engineering.

Biaxial Resistance of Pre-Engineered Beam Hangers in Glulam

In timber construction, Glulam post-and-beam systems are commonly used to transfer vertical loads to the foundation. In such systems, the connections play a critical role in structural performance. Pre-engineered connectors, which facilitate fast and efficient assembly, are typically designed to resist only vertical shear loads. However, during seismic and wind events, post-and-beam systems deform horizontally, and axial forces develop at the connections. In this research, the performance of RICON and MEGANT pre-engineered connectors was studied under biaxial loading involving concurrent shear and axial forces. A total of 12 full-scale tests on Glulam frame segments were conducted. Neither type of connector experienced any resistance loss under concurrent shear loads equal to the factored shear resistance and axial loads equal to 5% of the factored shear resistance. The axial load-carrying capacity of the RICON and MEGANT connectors was up to 124% and 97% of their factored shear resistance, respectively. The global failure of all the studied connectors demonstrated both ductility and residual deformation capacity. These results provide valuable information for engineers designing Glulam post-and-beam systems in seismic regions.

The Preparation and Characterization of Poly(lactic acid)/Poly(ε-caprolactone) Polymer Blends: The Effect of Bisphenol A Diglycidyl Ether Addition as a Compatibilizer

The problems created by conventional polymers after their end use have driven research into new biodegradable polymeric materials. PLA is a compostable polymer obtained from renewable sources, but its main drawbacks are its fragility and slow crystallization kinetics. These drawbacks limit its use in different applications. In order to overcome fragility, in the current study, different compositions of PLA/PCL blends, rich in PLA content and without and with DGEBA, were prepared and characterized by means of different techniques, such as FTIR, DSC, DMA, and the mechanical properties. Some compositions show a certain improvement in the deformation capacity compared to the neat PLA at a low test speed. However, when the test speed increases, no improvement is observed in terms of deformation capacity. By SEM, the morphology of injection-molded specimens was observed. All blends showed a biphasic morphology where the PCL droplets are dispersed within the continuous PLA matrix. In the current study, an attempt has been made to improve the compatibility and adhesion between the phases by incorporating a diglycidyl bisphenol A compound. The results obtained indicate that the epoxy groups seem to react with the end groups of the PLA chain; however, the interactions that it creates with the PCL phase are weak, which is in agreement with the FTIR and DSC results obtained.

Microstructural Evolution and Mechanical Properties of Cu–Ag Alloy via Different Severe Plastic Deformation Processes

The field of artificial intelligence and integrated circuits is experiencing rapid development, particularly in the area of highly integrated and miniaturized components, in which Cu-Ag alloys, as a typical lead frame material, play a crucial role. However, current research is primarily focused on low Ag content alloys, and there are few studies on the regulation of the microstructure and mechanical properties of high Ag content Cu-Ag alloys. This limitation hindered the development and utilization of the high Ag content Cu-Ag alloys. In this study, the microstructure and mechanical properties of Cu-28Ag (wt. %) alloy after room temperature and cryogenic rolling were investigated. It was demonstrated that the cryogenic rolling yielded better surface quality, an enhanced dendrite refinement effect, and a more distinct layer structure compared to room temperature rolling. The conductivity of the alloy decreased after cryogenic rolling due to increased electron scattering within the Cu matrix. The tensile strength improved, but the elongation decreased. Specifically, at a deformation amount of 95%, the alloy exhibited an ultimate tensile strength, yield strength, and elongation of 640 MPa, 631 MPa, and 1.9%, respectively. This strengthening was mainly attributed to the refinement of grains, the presence of dislocations, and precipitation. Furthermore, the samples subjected to liquid nitrogen rolling at a deformation amount of 95% exhibited improved homogeneous deformation capacity, which was attributed to grain size refinement, uniform distribution of high-density dislocations, deformation structure, and heterogeneity-induced deformation enhancement.

Experimental investigation on the seismic resistance of RC columns after acid rain corrosion

Acid rain can significantly undermine the structural integrity and seismic resilience of concrete structures, posing substantial risks of catastrophic failures and jeopardizing safety. However, studies on the seismic behavior of reinforced concrete (RC) columns affected by acid rain corrosion remain nascent. Therefore, this study explored the impact of acid-rain corrosion extent and axial compression ratio on the seismic behavior of RC columns that experienced flexural failure using an artificial rapid corrosion method and pseudo-static test in sequence. The corrosion-induced damage, weight loss of the reinforcement, failure pattern, hysteretic behavior, load-bearing capacity, deformation capacity, stiffness degradation, and energy dissipation were analyzed. The test observations showed that the acid rain corrosion extent was more pronounced in the column peripheries compared to their central sections. As the number of ARCCs (acid rain corrosion cycles) increased, the damage extent of column specimens was gradually aggravated; the load-bearing, deformation, and energy absorption capacities were significantly reduced. Notably, the column specimen RCZ-4 compared to RCZ-1, with reductions of 14.54% in peak load, 22.58% in plastic rotation, and 28.6% in total cumulative energy dissipation. As the axial compression ratio was increased from 0.3 to 0.5, the column specimens exhibited a 17.12% increase in peak load, alongside a decline in plastic rotation by 25.40% and a reduction in cumulative energy dissipation by 25.85%. Based on the experimental results and the existing theoretical, a calculation formula for the flexural failure skeleton curve characteristic point parameters of RC columns was proposed, considering the impact of acid rain corrosion damage and axial compression ratio. The proposed calculation method could effectively determine the load-bearing and deformation capacity of RC columns under low cyclic loading. The results of this study enable engineers to better understand the seismic behavior of RC columns in an acid rain corrosion environment.

Numerical evaluation of the internal fracture mechanism of horizontal loop connections in precast elements under the influence of transverse reinforcement

AbstractThis study numerically evaluated the flexural capacity and fracture mechanism of precast reinforced concrete beams connected with in situ horizontal loop connections employing the three‐dimensional rigid body spring model (3D‐RBSM) for modeling of concrete and beam elements (BEs) for modeling of steel, respectively. The research analyzed the performance of continuous horizontal loop connections with and without transverse reinforcement, considering varying vertical spacing between loops and transverse steel ratios. The numerical model effectively captured the test load displacement relationships by incorporating the model parameters like Young's modulus, tensile strength, fracture energy, compressive strength, cohesion, and angle of internal friction for concrete along with mechanical properties of steel and revealed that loop joints without transverse reinforcement exhibited loop type failure. In contrast, specimens with transverse reinforcement improved the peak load and caused compression failure. It was discovered that transverse rebars on the continuous side of the joint experience more strain; particularly, the maximum strain occurred in the corner rebars within the curved sections of U‐rebars. Moreover, the increased vertical spacing between the loop rebars increased the diagonal crack propagation and demonstrated the loop‐type failure. Further, a larger circumferential area of transverse rebar offered greater bond strength and confinement to the concrete core and reproduced the maximum deformation capacity, ductility, and compression failure.

Compression performance of cross-shaped column of modular wall light steel concrete composite frame structure

This paper aims to investigate the compression mechanical properties of cross-shaped column of modular wall light steel concrete composite frame structure (referred to as LSC-CSC) and establish the calculation method of compressive bearing capacity. Nine groups of full-length columns were tested under axial loading and eccentric loading, considering three parameters: length, eccentricity and steel thickness. The experiment revealed that the LSC-CSC had high vertical bearing capacity and deformation capacity. The failure of specimens was mainly caused by the crushing of the concrete and the buckling of the steel skeleton. On the basis of the test, 20 refined FE models were established to carry out the multi-parameter analysis. The results show that the peak bearing capacity increases as the eccentricity, concrete strength and steel thickness increase. The value range of the parameters is given. The thickness of steel ranges from 2.5 mm to 3.5 mm, the concrete strength should not exceed C50 and the slenderness ratio should not exceed 36.32. Finally, the compression bearing capacity calculation formula of LSC-CSC is proposed, and the reliability of the formula is verified by comparing formula calculation results with test results, whose maximum error is within 15 %.

Punching failure and analytical model for rectangular flat slabs with equal flexural capacities in orthogonal directions

Despite the practical use of rectangular flat slabs with equal flexural capacities in orthogonal directions, their punching behavior has not been addressed. In this paper, the mechanical behavior of such slabs under varying tensile reinforcement ratios and plan dimensions has been investigated, using nonlinear finite element analysis in ABAQUS. Initially, the numerical model of the interior slab-column connection under static vertical loads was developed and thoroughly verified using 20 symmetrical and 9 asymmetrical specimens, covering wide variations in various parameters. Subsequently, parametric studies were conducted on rectangular slabs with equal flexural capacities in both directions, utilizing 54 simulations. The results indicated that the slab aspect ratio strongly affected the load-rotation curves, tensile reinforcement stress, cracking patterns, and shear forces in both directions, as well as their symmetry, despite being designed with equal flexural capacities in orthogonal directions. A novel approach, derived from the critical shear crack theory (CSCT), was developed for this slab type and then compared with existing models. It is noted that the ACI code cannot accurately predict the punching capacity. Although the EN1992–1-1 (2023), MC2010, and CSCT models accurately predict punching capacity, especially when the MC2010 and CSCT models account for two directional rotations, they lack in predicting deformation capacity. However, the proposed model offers accurate predictions for punching and deformation capacities. Its innovations include refining the load-rotation equation, validating the CSCT failure criterion, and quantifying the non-uniform shear force between orthogonal directions.

Performance-Based Seismic Assessment of School Building Using Fragility Curve and Capacity-Demand Response Spectrum

Abstract This study assesses the seismic vulnerability of a two-storey reinforced concrete school building prototype located in Selangor, Malaysia through a Performance-Based Seismic Assessment. The beam-column joints of the school building were designed using Eurocode 8 and equipped with fuse bars. The fuse bars act as passive energy dissipators to enhance the energy dissipation capacity of the beam-column joints. Three super-assemblages, corner beam-column joint, interior beam-column joint, and exterior beam-column joint, were tested under in-plane lateral cyclic loading. The damage states of the beam-column joints were classified based on the ductility ratios of the beam-column joints. Subsequently, fragility curves and capacity demand response spectra for the beam-column joints were plotted to assess the seismic vulnerability and deformation capacity under Design Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) conditions. The findings indicate that the corner, interior and exterior beam-column joint experienced extensive damage when it reached ductility 1.56, 2.70 and 1.74 respectively. Moreover, the results show that the designed prototype building can withstand DBE and MCE conditions for Type 1 and Type 2 earthquakes, with a maximum Peak Ground Acceleration (PGA) of 0.718g.

Experimental research and numerical simulation of a modular composite steel frame structure

Corrugated steel plates are widely used in modular structures because they can serve as enclosure components of the modular structures and provide a high lateral resistance to their modules. To meet the structural and functional requirements of a large ground floor bay of a modular structure, such as a modular building, a modular frame structure is often used on the first floor of the structure, and then a modular composite structure with an upper corrugated steel plate and a lower frame structure is formed. The seismic performance and a simplified analysis model of such the modular composite structure with the vertical bolted inter-module connection (MCS) were studied. A full-scale quasistatic test was conducted on the two-storey plane MCS, and the load-displacement curve, failure mode, deformation mode, strain response, and ductility of the structure were obtained. The test results showed that the failure mode of the MCS was related to the formation of a plastic hinge at the end of the floor beam of its lower frame structure and that an opening gap was present in the bolted inter-module connection region. The results also revealed that the bearing capacity of the structure had remained unchanged as the inter-storey drift ratio reached 0.04rad and that the structure had a ductility coefficient > 4.0 along with an excellent plastic deformation capacity. A refined finite element (FE) model of the MCS was established, and the numerical simulation results pertaining to the failure mode and load displacement curve of the MCS agreed well with the corresponding experimental results. The force transfer mechanism of the bolted inter-module connection in the MCS was confirmed through the verified FE model. A simplified analysis model of the MCS was also established based on the stiffness of the corrugated plates and the effective length of the corner fittings of the bolted inter-module connections. The bearing capacity of the MCS obtained by the simplified FE modeling is compared with that obtained by the experiment, and the error is within 6%. The simplified analysis model can provide a basis for the design of such the MCS.

Research on a New High-Damping Viscoelastic Damper: Development, Experiment and Modeling

Viscoelastic (VE) dampers are promising control devices for mitigating the vibration of structures. The performance of these dampers depends on the energy dissipation and deformation capability of VE materials. This paper aims to develop a VE damper with high damping to improve the energy dissipation performance of existing dampers. A new VE material with high damping was developed and tested for its shear mechanical properties. A total response control viscoelastic (TRC-VE) damper was designed and manufactured using the new high-damping VE material. The performance of the TRC-VE damper was comprehensively investigated in terms of strain, frequency and size dependence. A five-element shear mechanical model was proposed to simulate the shear mechanical behavior of the TRC-VE damper. Results indicated that the TRC-VE damper has remarkable energy dissipation and excellent deformation capacities. The five-element shear mechanical model can accurately simulate the shear mechanical properties of the new high-damping TRC-VE damper.

Experimental and formula deduction on the mechanical performance of Fang in Dou-Gong of Song dynasty

In Song dynasty, Dou-Gong construction techniques, Tou-Xin-Zao and Ji-Xin-Zao, varied by the number of Fang connecting to the exterior. This study examines the impact of Fang connections on the mechanical characteristics of Dou-Gong. Six full-scale models were constructed and subjected to quasi-static loading tests in the horizontal Beam and Fang directions under vertical load. The hysteresis behavior, deformation, and stiffness variations were obtained and analyzed. The test results revealed the hysteresis curve of Dou-Gong developed into a flat shape, with good deformation recovery ability and seismic performance. Beam-direction loading led to brittle failure, with Dou-Gong having fewer Fang experiencing bearing capacity loss and those with more Fang succumbing to overturning. Beam-direction stiffness rose by approximately 29% as the number of connecting Fang increased. Fang-direction loading induced ductile failure, predominantly characterized by overturning. Notably, Fang-direction stiffness remained largely unchanged by the varying number of connecting Fang. Dou-Gong slip deformation ratio decreased by 5 -10% as the number of Fang increased. Furthermore, Fang-direction exhibited about 10% greater slip deformation capacity than the Beam-direction. Based on the force transfer mechanism of Dou-Gong components, a stiffness formula for the elastic stage of Dou-Gong in the Beam-direction and Fang-direction was established and validated against experimental data.

Seismic Drift Estimates of Corroded Piers: A Multihazard Approach Utilizing 3D‐IDA Analysis With Time Stamps Considering Climate Change Effects

ABSTRACTThe compounding effect of seismicity, exposure to corrosion, and climate change in regions such as North America pose significant challenges for bridge design engineers, as the multihazards impact on the seismic performance of bridge structural systems remains underexplored. While drift ratio is the most widely used parameter in probabilistic seismic demand assessment, existing models predominantly concentrate on seismic intensity levels, overlooking the increase in demand and the reduced deformation capacity, both being affected by corrosion‐induced damage and climate change. Therefore, developing an evaluation framework for the multihazard seismic vulnerability of deficient bridges is an emerging priority in the field. To address this need, a methodology is proposed here that uses data collected from field inspections to quantify the accumulation of historic corrosion damage and forecast future corrosion propagation. Climate change scenarios derived from future climate forecast models are used to project the temperature and relative humidity changes up to the year 2100; the rate of reinforcement corrosion is quantified based on these scenarios. Utilizing incremental dynamic analysis (IDA) across a projected timeline, expressions are derived for the time evolution of drift demand in existing reinforced concrete circular piers over the lifetime of the bridge. By using these results, drift demand expressions are derived for different climate change scenarios. The influence of design parameters (e.g., concrete cover, chloride diffusion coefficient, and aging factor) on the drift demands is evaluated using Monte Carlo simulation. The proposed expressions serve as a benchmark for bridge engineers to study the seismic performance of bridge structures in multihazard environments.

Seismic performance of modular steel structure with X-shaped rubber bearings: Shaking table tests

To facilitate the promotion of modular steel structures (MSSs) in residential and industrial buildings, X-shaped rubber bearings (XRBs) with enhanced ultimate deformation properties are applied in high seismic fortification zone. Currently, there is a lack of seismic performance evaluation for MSS equipped with XRB. Thus, an assessment of the probability of seismic damage of isolated structures has been carried out based on experimental results. Subsequently, the design and construction of a typical modular seismically isolated steel structure (MSISS) have been carried out. Based on shaking table tests, the displacement, acceleration, and strain responses of the full-scale test model under seismic excitation have been measured, and the seismic simulation analysis of the numerical model is performed. Compared with ordinary laminated rubber bearings, XRB shows high ultimate deformation capacity and excellent compressive and shear stability. The results of the study show that the use of XRBs is effective in reducing the risk of seismic failure of the MSISS model compared to the use of cylindrical rubber bearings (CRBs).

Study on Damage Characteristics and Failure Patterns of Sandstone Under Temperature–Water Interactions

In modern tunnel construction, complex environments with high geothermal gradients and abundant groundwater are frequently encountered. To investigate the damage and failure mechanisms of sandstone under the combined effects of temperature and water, uniaxial compression tests were conducted on sandstone at different temperatures (25 °C, 55 °C, 85 °C, and 95 °C) and soaking durations (0.5 h, 1 h, and 3 h). The acoustic emission (AE) signals and energy evolution during the damage and failure processes were analyzed, revealing the damage characteristics and failure mechanisms of sandstone. The results indicate the following: (1) As the temperature increases, under the 3 h condition, the water content of sandstone is highest at 55 °C, reaching 3.01%, and the thermal expansion effect of sandstone is not obvious. Under the conditions of 85 °C and 95 °C, the thermal expansion effect leads to a decrease in the water content, enhances the water absorption softening effect, increases the plastic deformation capacity of sandstone, and weakens its brittle failure capacity. (2) When soaked for 0.5 h and 1 h, the maximum acoustic emission ring count and maximum acoustic emission energy of sandstone increase initially, then decrease, and subsequently increase again as the temperature rises, while the cumulative acoustic emission ring count gradually increases with temperature. Under the 3 h soaking condition, the maximum ring count, maximum energy, and cumulative ring count of sandstone at all temperatures show a consistent increasing trend with temperature. (3) The increase in soaking time reduced the damage variable of sandstone, with the largest reduction of 54.17% under the 3 h condition. At different temperatures, the damage variable of sandstone was smallest at 55 °C, only 0.33. (4) Sandstone primarily experiences tensile failure under different temperatures and soaking times. The extension of soaking time promotes the development of shear cracks, while the increase in temperature can effectively promote the expansion of tensile cracks. The research results provide certain theoretical references for the damage and failure of surrounding rock in modern tunnel construction.

Seismic Behavior of Damaged Ancient Timber Buildings: Multi-Scale Finite Element Model, Performance Degradation, and Experimental Verification

ABSTRACT This paper presents a multi-scale modeling methodology for predicting the hysteretic behaviors of damaged ancient timber joints as well as the global seismic behavior of damaged ancient timber structures. The mortise and tenon (M-T) joint and column foot (C-F) joint, as the key load-bearing components of the structure, were modeled using detailed solid elements. Timber components that were large in size and not easily damaged were simulated using beam element. The interface connection between the detailed elements and beam elements was achieved using the displacement coordination method. The detailed and the multi-scale finite element models (FEMs) for M-T and C-F joints were established using the ABAQUS. The hysteretic curves, failure modes, and computing efficiency of two types of FEMs were compared. The feasibility of interface connection method of the multi-scale FEM was validated through cyclic loading test results of the joints. Based on the verified multi-scale interface connection method, detailed and multi-scale dynamic analysis models for a hall-type ancient timber building were developed using the ABAQUS, and validated through shaking table tests in terms of their dynamic characteristics and responses. Additionally, parametric analyses were performed to investigate the effects of the gaps between the mortise and tenon, as well as damage to the C-F joint, on the seismic behavior of ancient timber buildings. Degradation formulas for the key parameters of seismic behavior for damaged ancient timber structure were established. It is found that the model predictions were in good agreement with the test results. Under minor earthquakes, damage to M-T and C-F joints had negligible effects on the overall deformation capacity of the structure. However, under moderate earthquakes, a damage degree of 0.3 in the M-T joint resulted in a 6.20% reduction in the maximum inter-layer drift ratio of the Dou-Gong story, while the maximum inter-layer drift ratio of the column-frame story increased by 8.33%. With a damage degree of 0.52 in the C-F joint, the maximum inter-layer drift ratio of the Dou-Gong story and the column-frame story of the structure reduced 17.92% and 12.50%, respectively.

Assessment of the fracture properties of mortars reinforced with synthetic fibers

AbstractThis paper investigates the post‐cracking behavior of mortars reinforced with synthetic polypropylene fibers. To three series of mortars, normal strength (NSM), high strength (HSM), and high strength with fly ash (HSMFA), short and long, was introduced at 0.6% and 1% by volume, respectively. Pre‐notched 4 × 4 × 16 cm were used for 3‐point flexural tests, and the digital image correlation (DIC) method was employed to assess the load‐CMOD curves. Based on the experimental curves, a tri‐linear stress‐crack opening (σ‐w) relationship was used to develop an analytical model for the Mode I crack propagation, and the inverse analysis method was applied to optimize the model's parameters. The obtained parameters were compared to the fib MC2010 characteristic values related to serviceability and ultimate limit states. The results show that short fiber‐reinforced mortars exhibit a softening behavior regardless of the fiber dosage after a rapid drop once the tensile strength has been achieved. The three mortars incorporating long fiber reinforcement exhibit a very high deformation capacity and hardening behavior. For NSM, fibers appear to be more effective than HSM and HSMFA. All materials achieve the ultimate fracture opening of 2.5 mm, as defined by the fib MC2010, except 0.6% long fiber‐reinforced HSMFA. Compared to the reference mixture (mixture without fibers), adding synthetic fibers to the mortar did not exhibit a significant environmental and health impact.