Diagonal Shear Research Articles

Mechanical behaviour in shear and compression of polyurethane foam at elevated temperature

This paper presents an experimental investigation about the effect of elevated temperature on the mechanical properties of two polyurethane (PUR) foams, with densities of 40 kg/m3 and 93 kg/m3. The experimental campaign included shear and compressive tests over a temperature range of 20°C–200°C, performed to assess the degradation of the mechanical properties of the PUR foams with temperature. To validate the diagonal tension shear test method adopted in this investigation, a numerical study was also performed, namely to assess the (shear) stress state developed within the foam. The results obtained validated the adopted test procedures, showing that the compressive and shear responses are strongly affected by elevated temperature, due to the softening of the polymeric material when it undergoes the glass transition process. For the temperature range considered in this study, both strength and modulus in shear and compression present an approximately linear reduction with temperature.

Design and experimental study of hot rolled shape steel-ultrahigh performance concrete composite beam

A novel lightweight, high-strength and economical hot rolled shape steel (HRSS)-ultrahigh performance concrete (UHPC) composite beam is proposed for short- and medium-span composite bridges. Compared with traditional steel-concrete composite bridges, the new composite bridge has lower self-weight, better economic efficiency, and more constructional feasibility. The flexural and shear behaviors of the HRSS-UHPC composite beam were investigated through four-point bending tests on two scaled (1:2) specimens. The influence of shear-to-span ratio on the behaviors of the HRSS-UHPC composite specimens was revealed, including the failure mode, the crack distribution pattern, the propagating angle of diagonal shear cracks, and the development of crack width. The experimental results showed that the failure mode of the specimens, as well as the morphology of cracks and crack distribution, were strongly dependent on the shear-to-span ratio. In addition, the results of finite element analysis (FEA) and theoretical calculation also demonstrated that the bending and shear resistances of the proposed HRSS-UHPC composite bridge could meet the design requirements of Eurocode [1] at the ultimate limit states (ULS) and the serviceability limit states (SLS). In addition, the influence of concentrated load caused by heavy vehicle on the response of the designed composite bridge at ULS and SLS is also discussed. The calculation results of FE model show that the location of vehicle load (i.e. shear-to-span ratio) has a significant impact on the deformation of the designed composite bridge, internal force of cross section and stress of UHPC web.

Surface foundation subjected to strike-slip faulting on dense sand: centrifuge testing versus numerical analysis

The paper studies strike-slip fault rupture propagation through dense sand and its interaction with surface foundations, combining physical and numerical modelling. A series of centrifuge tests is conducted using a three-section split-box, which allows the modelling of two strike-slip faults per test. A free-field test is initially conducted, followed by four interaction tests. Eight different foundation configurations are studied, varying the foundation location, surcharge load, aspect ratio and rigidity. The experiments are numerically simulated employing three-dimensional finite-element modelling, combining periodic boundaries and a relatively simple yet efficient constitutive model, developed as part of this study. Based on a Mohr–Coulomb yield criterion, the model incorporates post-yield isotropic frictional hardening and softening (MC–HS). Carefully calibrated on the basis of triaxial tests, the model is validated against the centrifuge model tests, and exploited to derive further insights. The MC–HS model covers the entire range from elastic to fully softened response, capturing the deviatoric and volumetric behaviour of dense sand, and especially its pre-softening volumetric response, which is proven to be crucial for the simulation of the complex mechanisms of strike-slip faulting. Both physical and numerical modelling reveal the formation of diagonal shear ruptures at the ground surface (Riedel shears). These are complex helicoidal structures, formed due to the spatial variation of shear stresses. Foundation response is mainly governed by the kinematic constraint offered by its presence. Fault rupture locations close to its sides typically lead to a translational mechanism, whereas locations close to its centreline lead to a rotational one. Foundation rigidity is proven to be a prerequisite for the development of both mechanisms, which rely on the ability of the foundation to resist the developing normal and shear stresses.

Diagonal Tensile Test on Masonry Panels Strengthened with Textile-Reinforced Mortar

This study presents the results of an experimental and numerical program carried out on unreinforced masonry panels strengthened by textile-reinforced mortar (TRM) plastering. For this purpose, five panels were constructed, instrumented and tested in diagonal shear mode. Two panels were tested as reference. The first reference panel was left unstrengthened, while the second one was strengthened by a traditional self-supporting cement mortar matrix reinforced with steel meshes. The remaining three panels were strengthened by TRM plastering applied on one or both faces and connected with transversal composite anchors. The numerical and the experimental results evidenced a good effectiveness of the TRM systems, especially when applied on both panel facings.

Numerical study on seismic performance improvement of composite wide beam-column interior joints

This study aims to improve the seismic performance of a post-tensioned precast wide U beam-column interior joint system, consisting of a precast column, a precast wide U beam as permanent formwork with post-tensioned and cast-in-situ concrete in the joint region, through a numerical approach. The numerical model was verified by simulating a tested half-scale precast wide U beam-column interior joint (PWUBCIJ) system. After the methodological validation, numerical analyses were performed for full-scale and modified wide beam-column joints subjected to lateral cyclic loading. The modified joint models were developed to eradicate or delay diagonal shear cracks and concrete crushing of the tested control specimen. Since the wide precast U beam-column joint system possesses typical and unique joint details, improvement in reinforcement detailing was performed by varying reinforcement patterns. Moreover, a study to reduce the number of A-truss rows was performed to optimize the numbers of A-trusses used. Therefore, a series of FE analyses are performed to elucidate the contribution of each parameter in enhancing the joint strength and drift capacity of the structure. Enhanced load capacity, increased energy dissipation, and higher ductility are achieved using transverse reinforcement and transverse tendons. This is considered due to the formation of the strut-and-tie mechanism, which results in a better force and moment transfer path and from the overall confinement of the system due to the presence of transverse steel and prestressing tendon. As per numerical results, the modified full-scale precast wide U beam-column interior joint was proved to be able for application in the highest seismic zone of Thailand.

Building constructions characteristics and mechanical properties of confined masonry walls in San Miguel (Puno-Peru)

House self-construction and self-management are very common in different cities in Peru, which is the case in several areas in the district of San Miguel (Puno). This is due to the lack of financial resources to hire professionals to design and construct their houses. Therefore, many residents build without technical guidance and materials without quality standards. As a result, the buildings in the area have various construction pathologies that demonstrate their high seismic vulnerability, which indicates that the guidelines established in the Peruvian Masonry Design Code NTE 070 are not followed. Therefore, as a first step towards evaluating the seismic vulnerability of the houses in San Miguel, it was decided to evaluate the construction pathologies and typologies by conducting a survey. Subsequently, to characterize and evaluate the physical-mechanical properties of the masonry walls, 24 piles and 24 small walls were built and tested. The materials tested were obtained from the urban area of the same study place. According to the experimental tests, it was observed that the axial compression and diagonal shear values of the prisms are lower than the minimum values specified in the Peruvian Construction Code, and this would increase the seismic vulnerability of the constructions. Therefore, many of the houses in the district could suffer significant damage and even collapse in a seismic event.

Nonlinear finite element study on element size effects in alkali-activated fly ash based reinforced geopolymer concrete beam

The practical application of geopolymer concrete structure is getting attention due to its environmentally friendly characteristics. This paper presents non-linear Finite Element Analysis (FEA) on the element size effect in reinforced geopolymer concrete beam. Element size significantly influences the failure mechanism of structure especially in ductile fracture of reinforced concrete. The critical failure strain, crack patterns and orientations are mesh sensitive in finite element analysis for reinforced concrete structure. The impact of the element size on behavioral aspects of reinforced geopolymer concrete beam such as the crack pattern, ultimate load capacity and load-displacement behavior studies discussed along with a formerly conducted experimental data. Further validation of FEA is carried out using the theoretical flexural strength of the beam according to Euro code 2. Results show that element size has a significant effect in capturing the cracking pattern of reinforced geopolymer concrete beam. FEA result from the positive principal strain contour confirms that the fine mesh size captured the tension, the diagonal shear and compression cracks, even the band of surrounding cracks around the bottom reinforcement, precisely as compared to coarse meshes. It has been observed that the utilization of fine mesh with 10 mm element size predicts the experimental and theoretical ultimate load by 99.46% and 96.11%, respectively. Coarse mesh having 25 mm element size shows slightly higher variation in predicting the experimental and theoretical ultimate load by 93.75% and 90.42%, respectively. In addition, fine mesh confirms the experimental mid-span vertical deflection by 99.44% however the coarse mesh predicts in significant deviation by estimating 48.04% of the experimental mid-span vertical deflection. Furthermore, the ductile failure of the beam was accurately traced by the fine mesh.

Residual Strength of Reinforced Concrete Beams under Sequential Small Impact Loads

Sequential small impact loads may not collapse structures directly but could weaken the strength of structures. This study aimed to investigate the impact of these sequential small impact loads on the strength of the reinforced concrete beams. First, six sequential impact loads were applied to the test specimens. Then, the residual static capacity of the impacted specimens was determined by the ultimate static load test, compared with those of undamaged specimens. The experiment was composed of 12 specimens having identical dimensions. The variable parameters were the magnitude of the axial load and shear reinforcement. Under the sequential small impacts, the axial load improves the impact performance. It reduces the tensile strain of the longitudinal reinforcement. Hence, the flexural tensile crack propagation is limited. In addition, the local damage at the impact location is minimized and the shear plug induced diagonal shear crack is prevented. The axial force is also able to diminish the adverse effect of the large spacing stirrups. Large impact load could alter the failure of a designed flexural critical reinforced concrete beam without axial load to the shear failure. Although the axial load improves the impact response, the Residual Resistance Index (RRI) decreases with axial load. For the damaged specimens with axial load, the ultimate static load is lower than the calculated concrete shear capacity and more severe diagonal shear cracks were found. It can be obviously said that the prior impact damage decreases the concrete shear capacity.

Experimental investigation of longitudinal shear transfer in insulated concrete wall panels with notched insulation

Precast concrete sandwich panels are usually comprised of two concrete layers surrounding rigid insulation. The most commonly used insulation types are extruded (XPS) and expanded (EPS) polystyrene or polyisocyanurate (PIR). Studies have shown that walls with EPS insulation develop higher composite action than walls with XPS insulation because of EPS's surface roughness. In this study, notched insulation is investigated using double shear push-through tests on 24 specimens (18 notched and 6 un-notched). Specimens were constructed with X-shaped GFRP bar shear connectors . Test parameters include GFRP bar diameter (9.5 and 16.0 mm), insulation type (XPS, EPS, PIR), and notch type (trapezoidal, rectangular). Notches allow XPS to reach higher capacities since bond failure is mechanically prevented. On average, when the 9.5 mm connector was used with XPS, adding rectangular notches resulted in 37% and 50% increase in the connection proportional limit and peak load respectively, while trapezoidal notches gave lesser respective increases of 21% and 27%. These increases were not apparent in samples made with larger (16 mm) connectors since stiffer connectors attract more proportion of the load nor in samples with EPS or PIR insulation where the foam's surface roughness combined with stress concentrations at notches promoted diagonal shear failure. • Experimental push through investigation of insulated wall panels with rectangular and trapezoidal notches. • Using Digital Image Correlation (DIC) to measure wythe slip, notch effectiveness, and capturing failure modes. • Evaluating the stiffness degradation and residual deformation of panels under load-unload cycling.

Equivalency of the diagonal shear strength of plastered and non-plastered lightweight brick walls to the strength of red brick walls

Simple (non-engineered) house buildings are so popular in Indonesia. However, the vast majority of these buildings were damaged in the past earthquake events. In such building type, the masonry walls contribute as structural elements to withstand the load. Currently, the innovation that is emerged to be favoured by the community is lightweight brick walls, therefore, such kinds of walls need to be deeply and widely explored by a series of research. The purposes of this study are to compare the maximum shear loads between plastered and non-plastered brick walls as well as lightweight brick walls with various thicknesses through laboratory tests and to find the equality of maximum shear loads lightweight brick walls against red brick walls. This study used laboratory test and literature study. This study concludes that, the addition of plaster on a lightweight brick wall provides additional maximum load to the wall in the amount of 74,6336%. Maximum load of non-plastered red brick walls is equivalent to the strength of a non-plastered light brick wall with a thickness of 47.26 mm. For plastered red brick walls, maximum load to carry is equivalent to plastered lightweight brick walls with a thickness of 168.76 mm.

Impact responses of precast hollow reinforced concrete beams with prestress tendons using high-fidelity physics-based simulations

This study investigates the dynamic response, damage mechanisms, and residual capacity of precast hollow reinforced concrete beams with prestress tendons (HRCBPT) under impact loads by using High-Fidelity Physics-Based (HFPB) finite element (FE) models. The accuracy of the numerical model developed in this study has been fully calibrated against two different drop-weight impact tests available in open literature, including a scaled hollow reinforced concrete beam (HRCB) and a full-scale reinforced concrete (RC) beam. The results in this study show that under low to moderate impact loads, the flexural cracks and global deformation of the HRCBPT are similar to the hollow beam with normal reinforcement. Under high impact loads, although these beams exhibit similar diagonal shear cracks near the impact location, the HRCBPT experiences more local concrete spalling damage on the bottom flange, higher residual capacity index, and smaller reaction force at supports owing to the contribution of the initial prestress force. The results also suggest that the maximum compressive stress at the bottom flange of the section should be smaller than 17.6% of its compressive strength in order to maximise the beam’s impact-resistant capacity, while the prestress level in the tendon should be lower than 65% of the tendon yield strength to prevent premature failure under moderate impact conditions. Furthermore, different combinations of the impact velocity and impact mass would generate different impact force profiles on the beam resulting in dissimilar impact responses and residual capacity. In the design analysis, together with the critical impact location at the mid-span, the impact location close to the supports which may cause critical shear response of the beam, also needs be considered. In this study, the impact in the vicinity of the support yields the most severe damage to the beam resulting in the lowest residual capacity.

Double-Level Energy Absorption of 3D Printed TPMS Cellular Structures via Wall Thickness Gradient Design.

This paper investigates the deformation mechanism and energy absorption behaviour of 316 L triply periodic minimal surface (TPMS) structures with uniform and graded wall thicknesses fabricated by the selective laser melting technique. The uniform P-surface TPMS structure presents a single-level stress plateau for energy absorption and a localized diagonal shear cell failure. A graded strategy was employed to break such localized geometrical deformation to improve the overall energy absorption and to provide a double-level function. Two segments with different wall thicknesses separated by a barrier layer were designed along the compression direction while keeping the same relative density as the uniform structure. The results show that the crushing of the cells of the graded P-surface TPMS structure occurs first within the thin segment and then propagates to the thick segment. The stress–strain response shows apparent double stress plateaus. The stress level and length of each plateau can be adjusted by changing the wall thickness and position of the barrier layer between the two segments. The total energy absorption of the gradient TPMS structure was also found slightly higher than that of the uniform TPMS counterparts. The gradient design of TPMS structures may find applications where the energy absorption requires a double-level feature or a warning function.

Effect of fibre reinforcements on shear capacity of geopolymer concrete beams subjected to impact load

This study investigates the shear capacity of fibre-reinforced geopolymer concrete (GPC) beams subjected to impact loads. For easy examination of the shear capacities, GPC beams, as well as two reference beams made of ordinary Portland cement (OPC) based concrete, without stirrups were prepared and subjected to the drop-weight impact tests with different contact conditions (direct contact and rubber pad contact). In the case of the beams under direct contact, the failure mode was observed to be a purely diagonal shear failure. The change in concrete material from OPC concrete to GPC showed a marginal effect on the impact response of the beams. Adding fibres into the GPC matrix improved considerably the post-failure behaviour of the beams. The beams reinforced with fibres exhibited not only less concrete spalling and fragmentation but also much higher reaction forces and the second impulse of the impact force. However, the fibre reinforcement seemed to have only a minor effect on the local and contact stiffness of the beams and thus the first impulse of impact force of all the beams was quite similar. The fast Fourier transform (FFT) analysis showed that the adoption of rubber pad contact reduced the highest dominated frequency of impact force from 2.5 kHz to 0.5 kHz. Using rubber pad contact led to the change in the failure pattern of the beams from the purely diagonal shear to the flexure-shear combined failure. The methods used for estimating the imparted and absorbed energy were compared and evaluated. The analysis results demonstrated that the method based on the impact force vs displacement yielded inaccurate results when the inclination angle between the drop hammer and the beams increased. Therefore, this study suggests that the variation in the kinetic energy of the drop hammer should be used to calculate the imparted energy to the impacted beam.

Experimental study on shear performance of improved high-performance polymer cement mortar–glass fiber reinforced plastic reinforced masonry wall

The improved high-performance polymer cement mortar (PCM) and glass fiber reinforced plastic (GFRP) system reinforcement was used in the research to strengthen and repair the masonry structure, so as to improve its bond stress, anchoring force, and integral performance without changing the original structure and further study the shear performance of masonry structure strengthened by the combination of the two. The optimum ratio of improved high-performance PCM was determined by analyzing the bend-press ratio of PCM test block. Improved high-performance PCM and GFRP were combined to strengthen the damaged masonry wall, and a five-piece masonry wall composed of “improved high-performance PCM+ with or without GFRP+ different original wall failure modes before reinforcement” was designed. Through diagonal loading shear test, the shear strength, vertical displacement, horizontal relative displacement, and failure models of masonry walls were obtained, and the effects of five different reinforcement methods and different materials on shear strength, stiffness, ductility, and failure modes of masonry walls were studied. The results show that compared with the unreinforced original wall, the shear strength of the masonry wall reinforced with the improved O4PCM is 43.5% higher, and its stiffness is also greatly improved, but the failure mode is still brittle failure; the shear strength of masonry walls strengthened by O4PCM and GFRP is 6.5% higher than that of masonry walls strengthened by O4PCM alone, and the stiffness is also increased. Its failure mode changes from brittle failure to ductile failure; with a failure mode of ductile failure, the shear strength of masonry walls strengthened by P4PCM and GFRP and that strengthened by P6PCM and GFRP are 4.8% and 12.7% higher than that strengthened by O4PCM and GFRP, respectively, and the stiffness is also increased compared with that strengthened by O4PCM and GFRP. After experimental comparison, it is the best scheme to strengthen masonry wall with improved P6PCM and GFRP.

UHPC sandwich panels with GFRP shear connectors tested under combined bending and axial loads

A new design of double wythe insulated wall panels using ultra-high performance concrete (UHPC) and glass fibre-reinforced polymer (GFRP) shear connectors is developed and tested. It consists of two 25 mm thick UHPC ribbed wythes with a 152 mm thick layer of extruded polystyrene (XPS) sandwiched in between. Small diameter (4 mm) GFRP bars were used as reinforcements in the wythes and as diagonal shear connectors. Five 3.0 × 0.61 × 0.2 m panels were tested to failure in flexure (M), under axial compression (P) and under combined loading. Four-point bending was used to simulate wind pressure, while axial compression was applied on one wythe only, representing gravity floor loading. For combined loading, a constant (P) of 16%, 33% or 66% of the axial strength of the wall was applied on three different panels, then transverse loading was applied to failure. The full (P-M) interaction curves, relative to the centroids of a composite and non-composite sections were developed, including both primary and secondary moments from slenderness. The degree of composite action was calculated to be 78% under transverse loading only and was reduced as the axial load increased. Failure was triggered by a progressive fracture of the diagonal GFRP shear connectors, regardless of the M and P combination. The wall design met serviceability requirements at the highest wind pressure based on the 50-year return period as per the National Building Code of Canada.

Investigating the cracking of plastered stone masonry walls under shear–compression loading

Cracks are the most important source of information about the damage that occurs to unreinforced masonry piers under seismic actions. To predict the structural state of unreinforced masonry piers after an earthquake, research models have been developed to quantify important features of crack patterns. One of the most used crack features is the width, but this can be influenced by several parameters such as the axial load ratio, the shear span ratio, and the loading protocol, which have not been fully studied in previous research studies.In this study, we use experimental data to investigate the evolution of cracking in stone masonry piers during the application of cyclic shear–compression loading. The data consists of gray-scale images taken during quasi-static shear–compression tests performed on six plastered rubble-stone masonry walls subjected to constant axial force and cycles of increasing drift demand. Through the combined use of digital image correlation and a pre-trained deep learning model, crack pixels are identified, post-processed, and quantified based on their width. The dependency of the crack width on the axial load ratio, the shear span ratio, and the loading protocol at the peak force and ultimate drift limit states of the piers is clarified by a displacement vector field analysis, histogram of the crack width, and the concentration of deformation in the cracks.We show that, as opposed to flexural cracks, diagonal shear cracks do not fully close when moving from the applied drift demand to the residual drift measured upon removal of the lateral load. Furthermore, we provide the maximum residual crack width at peak force and ultimate drift limit states. This study will improve the decision making abilities of future models used to quantify earthquake-induced damage to stone masonry buildings.

Analysis for Shear Behavior of SRC Deep Beams Based on Tests, Digital Image Correlation Technique, and Finite Elemental Simulation

Seven steel-reinforced concrete (SRC) deep beams were tested to investigate the shear performance, including peak loads, failure modes, mid-span deflections, and cracking patterns. The parameters include the shear span-to-depth ratio and the dimensions of the steel skeleton. The digital image correlation (DIC) technique was utilized for real-time recording of the in-plane strain and deformation. The experiment results show that the failure modes of specimens could be concluded as two forms: diagonal compression failure and shear failure. The DIC technique was proved to be efficient for tracking the development of crack patterns and recording the failure modes. The corresponding numerical analyses based on experiments were carried out and demonstrated to be a reliable method to simulate the shear response. Furthermore, the most significant parameters and their interactions were identified by finite element models parameter analysis. The steel skeleton height and shear span-to-depth ratio were the main parameters affecting shear capacity. A design formula based on the strength superposition method was presented. The calculated results were basically in agreement with the test results, where the mean and coefficient of variation were 1.04 and 0.09, respectively.

Investigation on Alamparai Fort by utilization of organic materials for improvement of stability of heritage structure.

Heritage structures are valuable monuments that describe the culture and tradition of the country. In today's world, natural or artificial tragedies alter these historic structures. As a result, restoration was implemented to restore the ancient buildings using modern binding agents to conserve these cultural structures. Rehabilitation can take place only by analyzing the properties of existing structures. The alternative binding additive agent selected can regain the same strength and shape as the heritage structures based on the existing structure properties. Based on these, the restoration of the Alamparai Fort was performed by analyzing the fort materials using mortar strength analysis by core-drilling, double punch test, and small-scale masonry test. The arch properties are also analyzed by performing seismic analysis based on the mortar strength properties. The stability analysis of the organic and existing materials shows that Gur and Haritaki are the best additive agents for restoring the fort. Hence, the fort's diagonal shear test and seismic modeling were used to analyze the performance of the mortar strength and seismic analysis of these materials. The proposed material strength test results indicate that the Gur and Haritaki are the best additive agents to restore the fort. The fort was restored with these materials; it survived the Nivar cyclone on 26 November 2020.

Impact resistance of ultra-high performance concrete strengthened reinforced concrete beams

To improve the impact resisting performance of reinforced concrete (RC) components, three strengthening designs based on ultra-high performance concrete (UHPC) are proposed in this study. Drop hammer impact test was conducted to evaluate the dynamic response and failure modes of RC beams and UHPC strengthened RC-UHPC beams. Test specimens included two control RC beams, a RC beam with UHPC layer retrofitted on the tension surface, a RC beam with UHPC layers retrofitted on both the compression and tension sides, two RC beams with UHPC layer that was not directly attached to the tension surface, but with 5 mm gap between the interfaces. Test results showed UHPC strengthened beams had a good impact resistance. Under the impact from 641 kg weight dropping from 0.5 m, with a 15 mm UHPC layer directly attached to the tension surface of the RC beam, the crack pattern shifted from concrete spalling to diagonal shear failure, and the maximum and residual displacements decreased by 9.1% and 25.3%, respectively. RC-UHPC beams with non-attached interfaces exhibited even better impact resistance, the UHPC layer was able to develop multiple energy dissipating tensile cracks prior to failure, and the gap ensured a larger moment resistance leading to reduced beam deflections. The repeated impacts were performed on RC-UHPC beams. With the same total impact energy, the single impact was found to be more hazardous than the repeated impacts. Nonlinear finite element modelling was developed to further interpret the experimental results. With the validated numerical model, energy absorption curves, dynamic shear force and bending moment distribution diagrams were derived. Based on the experimental and numerical data, the shear mechanisms of RC beams and RC-UHPC beams were studied. The effects of non-attached spacing length, spacing depth and UHPC layer thickness were investigated in the parametric study.

Shear behavior of green concrete beams reinforced with basalt FRP bars and stirrups

This study investigated the shear performance of large-scale green concrete (GC) beams reinforced with basalt fiber reinforced polymer (BFRP) bars and stirrups. The GC concept was employed in this study by partially substituting the cement content with 35% by weight of industrial by-products (fly ash and silica fume). The main test variables were the reinforcement ratio, the shear span to depth ratio (a/d), and the spacing between stirrups. Three beams were transversely reinforced with steel stirrups to serve as a control. Experimental results indicated that the ultimate shear capacity was significantly increased at higher reinforcement ratios. Such effect was less pronounced in beams with reduced spacing between stirrups. In addition, the BFRP stirrups were effective in reducing the diagonal shear crack width and increasing the ultimate shear capacities of the tested beams. On the other hand, beams with a higher a/d ratio have shown higher deflection and reduced ultimate shear capacity. Comparing the experimental results of the current study with the current design codes and guidelines provisions, the CSA-S806-12 has shown the best predictions with a mean experimental to predicted shear (Vexp/Vpre) ratio of 1.43 ± 0.29.