Shear Resistance Of Beams Research Articles

Experimental and analytical investigation of the shear behavior of steel-bamboo composite I-beams with composite connections

In steel-bamboo composite beams, the debonding failure and slip behavior of steel-bamboo pure bonding interfaces at the flanges often lead to premature failure of beams and underutilization of material strengths. Therefore, a novel steel-bamboo composite I-beam with composite connections was presented in this study, in which the pure bonding interfaces at the beam's flanges were reinforced by self-tapping screws (STSs). 13 beams were designed and fabricated with interface type, shear span-to-depth ratio, height-to-thickness ratios of bamboo and steel at the web, and width-to-thickness ratio of steel at the flange as main parameters. Then, shear tests and theoretical analysis were performed to evaluate the beam's shear behavior. The results indicated that the debonding failure and slip behavior of the beams were effectively limited, and the shear resistance, deformation capacity, and ductility were significantly improved. The shear resistance of beams was improved by reducing the shear span-to-depth ratio, height-to-thickness ratios of the bamboo and steel at the web, and steel flange width-to-thickness ratio. Finally, the developed analytical models can be concluded to be used to accurately predict the interfacial shear stress at the beam flanges in the serviceability limit state (SLS) and ultimate shear capacity of the beams.

Shear behavior of normal and high-strength concrete beams reinforced with BFRP bars and basalt macro fibers

This research examined the effect of basalt macro fibers (BMF) on the shear resistance and behavior of normal-strength concrete (NSC) and high-strength concrete (HSC) beams longitudinally reinforced with basalt fiber reinforced polymer (BFRP) bars. Twelve BFRP reinforced concrete beams (BFRP-RC) were cast and tested under two-point loads without and with BFRP stirrups. The volume fraction (Vf) of BMF, the concrete compressive strength (fc′), and the existence of stirrups were all evaluated. Three volume fractions of BMF were used (0 %, 0.75 %, 1.5 %) with three classes of concrete compressive strength (30 MPa, 60 MPa, and 90 MPa). The results indicated that adding BMF to BFRP-reinforced-NSC and BFRP-reinforced-HSC beams enhanced the shear resistance. For concrete classes C30 and C90 shear resistance increased by 38 % and 62 %, respectively, when 0.75 % BMF was added, and it increased by 81 % and 115 %, respectively, when 1.5 % BMF was added. The enhancement of shear resistance due to the addition of BMF to BFRP-reinforced-HSC beams was more effective than in BFRP-Reinforced-NSC beams. Moreover, the addition of BMF enhanced the shear resistance of both stirrup-equipped and stirrup-less beams. The experimental results showed that the shear resistance of BFRP-reinforced-HSC beams due to the addition of BMF rather than stirrups is comparable, if not better, with stirrups. For instance, the shear resistance of the beam reinforced with 1.5 % of BMF is more than the beam reinforced with the minimum amount of BFRP stirrups. The post-cracking stiffness of all beams remarkably increased due to BMF addition. Furthermore, the effect of novel BMF on the mechanical properties of concrete was investigated.Additionally, an equation to predict the concrete contribution to the shear strength of FRP-RC beams was developed using the experimental shear strength of the tested beams and the experimental results of 217 FRP-RC beams without stirrups published in the literature. The proposed equation is combined with Said et al. and Narayanan and Darwish expressions to account for FRP stirrups and BMF contributions in the shear strength of the BFRP-RC beams. The mean value and the coefficient of variance (CV) of experimental to predicted ultimate shear strength of the beams (Vu,exp/Vu,pred) were 1.12 and 7.64%, respectively.

Prediction of shear strength for CFRP reinforced concrete beams without stirrups

Design guidelines in international codes show noticeable differences with regards to shear strength prediction of concrete beams reinforced with Fiber Reinforced Polymers, (FRP). These discrepancies in shear strength predictions are attributed to many factors affecting the shear behavior, such as shear span/depth ratio (a/d), beam size, rectangular and flanged cross-sectional shape (R-section and T-section), and concrete compressive strength. Shear resistance of beams longitudinally reinforced with carbon FRP, (CFRP), bars is not well defined in the literature compared to beams reinforced with steel bars. This is mainly attributed to the low modulus of elasticity of CFRP compared to traditional steel reinforcement resulting in relatively high strains generated in CFRP reinforcement and consequently wider cracks and lower contribution of the aggregate interlocking mechanism as well as dowel action in shear resistance. This paper numerically investigates the behavior of concrete beams reinforced in flexure with CFRP bars without transverse reinforcement to quantify concrete contribution in shear resistance. Specimens with R and T sections having different shear span-to-depth ratio, concrete compressive strength, and longitudinal CFRP reinforcement ratios are studied to determine the concrete contribution to shear resistance. The nonlinear program ATENA is used to simulate the actual behavior of concrete beams failing in shear and is verified against experimental results gathered from the literature to check the validity of the numerical model. The comparison shows good agreement between experimental and numerical results with a difference of 6% and then a parametric study is conducted to provide a better understanding of the effect of each parameter on the shear behavior of concrete beams reinforced with CFRP bars. The results of numerical models are compared to their counterparts predicted using different equations in codes and guidelines. It is found that the shear capacity of T-section is higher than R-section by about 15% to 25% mainly due to a change in cracking pattern due to the presence of the flange. Furthermore, the shear failure load increased by increasing the longitudinal reinforcement ratio as a result of decreasing strain and enhancement of dowel action. The effect of increasing concrete compressive strength was more pronounced on the shear capacity in arch action as opposed to diagonal tension regions. Finally, an equation is proposed to predict the shear capacity of concrete beams reinforced in flexure with CFRP bars. The shear capacity predicted by the proposed equation provided a good agreement with experimental results for 163 beams with a mean value of 1.01 and COV of 0.17.

Numerical investigation on the shear behavior of slender reinforced concrete beams without shear reinforcement differed by various boundary and loading conditions

This paper presents a numerical investigation on the shear behaviour of reinforced concrete beams without shear reinforcement differed by two boundary conditions, i.e., cantilever and simply supported beam, and two loading configurations, i.e., one-point and uniformly distributed load. The finite element models are exactly constructed as specimens of an experimental program that investigates the effect of the bending moment on the shear response of members without shear reinforcement. Similar to the experimental observations, the finite element analyses show general differences in the shear resistance of members having the same cross-sectional properties but diverse M/V–combinations resulting from different support and loading conditions. For the same cross-sectional parameters, the shear resistance of the simply supported beam subjected to a uniformly distributed load is higher than that of cantilevers subjected to a concentrated load, and the shear resistance of the cantilevers subjected to a uniformly distributed load is higher than that of the simply supported beam. Through finite element analysis, more insight of this effect can be obtained by the investigations of the strain profile in the cross-section, the principal stress within the shear span, and the stress distribution at the longitudinal flexural reinforcement. Furthermore, the difference between the shear force at the critical shear crack formation and the maximum load-carrying capacity is distinguished by analyzing the governing load transfer mechanism. The validated FE models are used to investigate the influence of shear slenderness on the shear resistance of beams by various boundary and loading conditions. A comparison to the shear resistances predicted by design equations proposed in some codes of practice is also provided.

Strengthening Shear Resistance of Beams without Web Reinforcements Using Vertical Prestressed Steel Bars

Ensuring the shear capacity of concrete structures is crucial. The vertical prestressed steel bar (VPSB) strengthening method is effective for improving the shear behaviour of concrete structures. Four concrete beams are investigated to reveal the effect of VPSBs on the shear capacity of concrete beams without web reinforcement. Test results indicate that the shear capacity of the test beam strengthened by VPSBs in the beam is significantly increased by more than 95%, and the failure mode of the test beam changes from diagonal tension failure to shear compression failure. Additionally, the results provide insights into the strengthening mechanism of VPSBs, i.e., the shear contribution of the VPSBs can be categorised into two stages. The vertical compressive stress provides shear contribution in the first stage and provides control in terms of crack development; meanwhile, in the second stage, the stirrup action by VPSBs contributes to shear.

The orientation effect of opening and internal strengthening on shear performance of deep concrete beam using recycled tyre steel fibres

A deep concrete beam is a structural member that transfers heavy loads from the introduced column(s) due to a change of function layout of a particular floor in the building. Due to its high depth, the service utilities are always accommodated by creating a transverse opening rather than at its soffit. However, this practice leads to a reduction of shear resistance and affects the serviceability of the beams. To reinstall this capacity, waste tyre steel fibres were used to assess their effectiveness in improving the shear resistance of the deep concrete beams with openings. Three sets of beams with, without fibres, and with fibre mesh that had openings of 160 × 86, 115 × 120, 86 × 160, and 165 × 170 mm were considered. A total of 16 beams with dimensions 150 × 400 × 1100 mm and a constant shear span-to-depth ratio of 0.8 were cast and tested. The steel fibres used had a diameter of 1.3 mm, a length of 50 mm, a fibre content of 0.5% and a fibre mesh of 110 × 100 mm. The main variables evaluated were the effect of the opening size and its orientation, the effect of stirrups, the random mixing of fibres in the matrix, and the internal strengthening of the fibre mesh in the anticipated strut line of the deep beam. The results showed that an interruption of the strut width affected the shear resistance of the beam. The beam with 160 × 86 mm had a lower capacity of 7.7% compared to 115 × 120 mm with the same opening area. The 160 × 86 mm control beam had a high shear capacity of 2.6% compared to 86 × 160 mm. The inclusion of fibre increased the compressive stiffness of the strut; The beam with fibre and opening size 165 × 170 mm had a shear capacity of 37.8% higher than the beam without fibres. The addition of mesh had a limited increase in shear capacity compared to random fibre mixes; however, the capacity was 21.6% higher than the control mix for a beam with an opening size of 165 × 170mm. Therefore, it is recommended to use recycled waste tyre steel fibres to improve the shear capacity of the deep concrete beam and less application of shear bars.

Numerical and analytical evaluation of stirrup-induced confinement on resistance of RC beams using lower bound limit analysis

In this paper, a modified three-dimensional element is introduced for limit analysis of RC structures, which considers more aspects of structural behaviour. Using the introduced element, the influence of stirrup confinement on the shear and moment resistance of RC beams is evaluated by lower bound limit analysis. To analyse and solve the relevant optimization problem, the semidefinite programming method, SDP, is employed. The modified Mohr–Coulomb yield criterion is utilized to constrain the concrete stress state. Beams with a constant amount of shear reinforcement per unit length, with different values of stirrup spacing, are studied. It means that they only differed in the effect of confinement induced by stirrup reinforcements. The performance of the proposed element is verified by comparing the results of numerical limit analyses with experimental results. This comparison revealed the efficiency and accuracy of the proposed model and the capability of the introduced element to take the effect of stirrup-induced confinements into account. After modelling and investigating the effect of stirrup confinement in load bearing of RC beams, a simplified equation for the design and practical purposes is proposed. Using this equation, the shear resistance of the beams could be modified for different stirrup space choices. The results obtained from this simplified equation are compared with numerical limit analysis and experimental results. The comparisons indicate the reasonable accuracy of the proposed equation.

Cyclic loading test for shear-deficient reinforced concrete exterior beam-column joints with high-strength bars

The seismic behavior of exterior beam-column joints is significantly affected by the beam rebar yield strength and joint hoop ratio. In the present study, high-strength bars were used for beam longitudinal bars and stirrups in exterior beam-column joints with the joint hoop ratio lower than the requirement of ACI 318–14. In an attempt to distribute the damage from the joint panel toward the beam in the shear deficient exterior beam-column joints, the beam shear resistance was intentionally decreased by removing the beam cross-ties or by using the high-strength beam stirrups at a large spacing. Cyclic loading tests were performed on 9 exterior beam-column joints. The test parameters were the amount of joint hoop bars, the yield strength and diameter of the beam longitudinal bars, the yield strength and spacing of the beam stirrups, and use of beam cross-ties. The test results showed that the seismic performance was improved by increasing the beam flexural damage, preventing a shear failure, through a reduced contribution of the beam stirrups to the shear strength of the beam or weakening the beam by removing the beam cross-ties that increased vulnerability of buckling of the beam longitudinal bars. As the damage concentration was transferred from the joint panel to the weakened beam, the energy dissipation capacity and damping ratio increased by 30% and 54%, respectively. It was found that 33% decrease in the amount of joint hoop bars compared to that of prescribed in ACI 318, equal to one leg of joint stirrup, was enough to change the failure mode from the beam flexural failure to severe joint shear failure. The allowable development length of beam compression bars was discussed to prevent the cover concrete spalling at the back face of the column. Particle image velocimetry (PIV) was conducted to accurately measure the joint shear deformation and the distribution of the local flexural deformation of the beam.

Influence of Shear Span-to-Effective Depth Ratio on Behavior of High-Strength Reinforced Concrete Beams

The shear span-to-effective depth ratio (a/d) is one of the factors governing the shear behavior of reinforced concrete (RC) beams, with or without shear reinforcement. In high-strength concrete (HSC), cracks may propagate between the aggregate particles and result in a brittle failure which is against the philosophy of most design guidelines. The experimental results of six HSC beams, with and without shear reinforcement, tested under four-point bending with a/d ranged from 2.0 to 3.0 are presented and compared with different model equations in design codes. The a/d ratio has higher influence on the shear strength of reinforced HSC beams without shear reinforcement than beams with shear reinforcement. Most of the shear resistance prediction models underestimate the concrete shear strength of the beams but overpredict shear resistance of beams with shear reinforcement. However, the fib Model code 2010 accurately predicted the shear resistance for all the beams within an appropriate level of approximation (LoA).

Probabilistic analysis of shear capacity of reinforced concrete beams with av/d < 2·5

The complexity in the shear behaviour of reinforced concrete (RC) beams increases with a decrease in the shear span to effective depth ratio (av/d) because of the increase in the contribution of concrete to the shear resistance of beams. Various models (e.g. numerical models and strut and tie models) for estimating the shear capacity of non-slender RC beams are proposed in the literature, with each having advantages and limitations. In this work, two simpler mechanics-based shear capacity models were considered, one for beams with 1 ≤ av/d < 2·5 and the other for beams with av/d < 1. To quantify the modelling error associated with the considered shear capacity models, the predicted shear capacities were compared with experimental shear capacities of test beams included in a database created for this study. The randomness in shear capacity was quantified by performing probabilistic analyses of one set of nominally similar beams for each av/d range. Knowing the probability density function of the shear capacity and the mean and standard deviation of the shear capacity obtained using a first-order approximation, a characteristic shear capacity equation (Equation 5) is proposed for the design of beams with 1 ≤ av/d < 2·5 and av/d < 1.

Shear resistance of prestressed concrete beams with the constant and variable height

One of the methods of increasing the efficiency of using prestressed reinforcement involves transferring a certain amount of longitudinal tensioned reinforcement from the tensile zone in the span to the upper compressed zone on the support, where it is not fully used to ensure the bending resistance. More effective may be a solution in which, due to the broken outline along the length of the element, the pre-stressed tendons are arranged at an angle to the longitudinal axis, creating vertical compression of the support zone and increasing the beam shear resistance. In this study presented information about stress-strain state of prestressed concrete straight and curved beams based on the experimental investigations.

Computational parameter identification of strongest influence on the shear resistance of reinforced concrete beams by fiber reinforcement polymer

Bars made of fiber reinforcement polymer (FRP) are in common usage for concrete reinforcing instead of steel reinforcing since steel could be affected by corrosion. The concrete beams reinforced by FRP bars have been studied mostly in longitudinal direction without shear reinforcement. The primary objective of this investigation was to design and advance an algorithm for selection procedure of the parameters influence on prediction of shear resistance of reinforced concrete beams by FRP. Six input parameters were used which represent geometric and mechanical properties of the bars as well as shear features. These parameters are: web width, tensile reinforcement depth, ratio of shear and depth, concrete compressive strength, ratio of FRP reinforcement, FRP modulus of elasticity and beam shear resistance. The searching algorithm is based on combination of artificial neural network and fuzzy logic principle or adaptive neuro fuzzy inference system (ANFIS). Based on the obtained results ratio of shear and depth has the strongest influence on the prediction of shear resistance of reinforced concrete beams by FRP. Moreover, combination of tensile reinforcement depth and ratio of shear and depth is the most influential combination of two parameters on the prediction of shear resistance of reinforced concrete beams by FRP. Finally, combination of tensile reinforcement depth, ratio of shear and depth and FRP modulus of elasticity is the most influential combination of three parameters on the prediction of shear resistance of reinforced concrete beams by FRP.

Shear resistance behavior of partially composite Steel-Concrete-Steel sandwich beams considering bond-slip effect

This study develops a new steel-concrete-steel (SCS) sandwich beam with hybrid shear connectors comprising both J-hooks and overlapped headed studs. For partially composite SCS sandwich beams, bond-slip is a critical factor influencing the transverse shear resistance of the beam. Thus, this study examines the effect of the degree of composite action and the mechanism of such sandwich beams by testing eight SCS sandwich beams with different shear span-to-depth ratios, steel contribution ratios, types of shear connectors, and spacing of shear connectors. The parametric study thoroughly discusses the effects of these variables on the beam failure modes and beam shear resistance. Based on existing design models, this paper proposes a new analytical model that considers the bond-slip effect to predict the ultimate resistance of SCS sandwich beams. The new model includes contributions from the concrete, shear connectors, and steel plates. Available test data from 57 specimens successfully validated the proposed model.

Numerical and experimental investigation on the shear resistance of functionally graded concrete (FGC) beams

Functionally graded concrete (FGC) is one of the most innovative materials combining two or more different concrete strength in building elements to optimise the construction cost. Studies focussing on the behaviour of graded concrete in flexural strength have been conducted by several researchers, whilst the research on the shear behaviour of FGC beam has not been initiated yet. Investigation on the shear behaviour of RC graded concrete beam is necessary due to the fabrication process could create a cold-joint that lower the load-carrying capacity of the element. Delamination possibly presents on the casted concrete layer during the loading and turns the beam behaviour more brittle in action. To further investigate these hypotheses, a laboratory testing and a numerical analysis are conducted in this research. Three pieces of RC beams with an identical dimension of 120 x 240 x 2200 mm are prepared with the concrete strength of 20 MPa, 30 MPa, and 20-30 MPa. The specimens are then tested using a four-point bending method in the age of 28 days. A set of strain gauge is mounted in stirrups surface to record the strain response on each incremental load. To validate the result, the specimens are also modelled in three-dimension using Abaqus. The results show that there is a significant difference in the stress-strain curve resulted from the experimental works and the model simulation. It is due to the limitation of programme to model the real interaction between the rebars and the concrete. In reality, the presence of aggregate interlocking, concrete contribution in withstanding compression stress, dowel effect improves the shear resistance of beams. Additionally, the interfacial failure did not present during the testing owing to the support of stirrups that confine the transition zone of concrete layers.

Shear Resistance Prediction of Post-fire Reinforced Concrete Beams Using Artificial Neural Network

In this paper, a prediction method based on artificial neural network was developed to rapidly determine the residual shear resistance of reinforced concrete (RC) beams after fire. Firstly, the temperature distribution along the beam section was determined through finite element analysis using software ABAQUS. A residual shear strength calculation model was developed and validated using the test data. Using this model, 384 data entries were derived for training and testing. The input layer of neural network involved parameters of beam height, beam width, fire exposure time, cross-sectional area of stirrup, stirrup spacing, concrete strength, and concrete cover thickness. The output was the shear resistance of RC beams. It was found that use of BP neural network could precisely predict the post-fire shear resistance of RC beams. The predicted data were highly consistent with the target data. Thus, this is a novel method for computing post-fire shear resistance of RC beams. Using this new method, further investigation was also made on the effects of different parameters on the shear resistance of the beams.

Bending and shear behaviour of two layer beams with one layer of rubber recycled aggregate concrete in tension

This paper presents the results of an experimental, numerical and analytical study of bending and shear behaviour of simply supported reinforced concrete beams with two layers of different grades of concrete. The top layer (1/3rd) concrete, mainly in compression, is higher grade, and the bottom (2/3rd) layer, in tension, is lower grade using rubber recycled aggregate concrete. A total of 8 tests were conducted. The results confirm that the two layer beam achieves the same bending resistance as the control reinforced concrete beam made entirely of the higher grade concrete.In beams without shear reinforcement, the two layer beam attained lower shear resistance than the control beam. This was attributed to the unzipping effect: once the lower strength concrete has failed in shear, it loses its shear resistance and transfers the shear force from the failed lower strength concrete to the control concrete. Further FE simulations reveal that the top layer higher grade concrete plays no role in influencing the beam's shear resistance. Therefore, when calculating shear resistance of concrete of the two layer beam, the lower concrete grade should be used. However, since the shear force in reinforced concrete beams is mainly resisted by shear links, the lower shear resistance of rubber recycled aggregate concrete has very minor implication on beam shear resistance.The proposed construction facilitates wider adoption of recycled concrete without having to undergo expensive processes to achieve the same mechanical properties of concrete made of fresh aggregates.

Influence of loading conditions on the shear capacity of post-tensioned beams with low shear reinforcement ratios

The majority of shear tests reported in the literature has been performed on simply supported reinforced concrete beams under point loads. In contrast, this paper focuses on the shear behaviour of post-tensioned T-beams with no or a minimum amount of transverse reinforcement under various loading conditions. Several test setups were used to investigate the influence of different distributions of the internal forces (due to uniformly distributed load and point loads, respectively) and of the shear slenderness on the shear resistance of the beams. Furthermore, the difference in the shear responses at the end support and the intermediate support of the beams was analysed using the experimental results. The experimental programme consisted of eight shear tests carried out on four specimens. With the aid of close-range photogrammetry, detailed measurements of the kinematics of the critical flexural shear cracks were taken. Linking well-known constitutive laws for concrete and steel with the relationship between the opening and sliding of critical cracks (determined using digital image correlation of experimental results) allowed the contributions of several shear transfer actions to the shear resistance to be estimated. In this paper, it is demonstrated that this approach leads to a better mechanical understanding of the actual shear behaviour of post-tensioned beams. The analysis illustrates that arching action plays a major role regarding the shear resistance of slender post-tensioned beams.

Shear capacity of unbonded post-tensioned concrete T-beams strengthened with CFRP and GFRP U-wraps

Existing codes and design guidelines have not mentioned a procedure to calculate the shear resistance of unbonded post-tensioned concrete beams strengthened with fiber reinforced polymer (FRP) sheets. Up to date, the number of studies about the shear behaviour of post-tensioned concrete beams strengthened with FRP sheets in shear is very limited, particularly for unbonded post-tensioned beams. The effect of many factors on the shear resistance of such the beams has not been well investigated, for example, fiber factors (the type of fiber, the strengthening scheme, and the number of layers), the concrete strength, and the ratio of the shear span to effective depth. The study deals with the shear behaviour of unbonded post-tensioned beams strengthened with FRP U-wraps. The experiment consists of twenty-two post-tensioned beams with T section and unbonded tendons. The variables include concrete strength, number of FRP layers, FRP U-wraps scheme (continuous and spaced), types of FRP, and varied shear span to effective depth. The experimental results have shown that the FRP shear strengthening is more effective with higher concrete strength. The number of FRP layers, strengthening scheme, and type of FRP have a slight influence on the shear resistance of the beams but they significantly affect the ultimate deformation of the FRP sheets. The efficiency of FRP U-wraps considerably reduces with a reduction of the shear span to effective depth. As a result, the existing design guides may not yield reliable predictions since they have not considered this ratio. Moreover, a semi-empirical model is proposed to predict the shear resistance of unbonded post-tensioned beams strengthened with FRP U-wraps. The predictions from the proposed model fit well with the experimental results from other studies.

21.04: Vibration characteristics of an existing high‐rise building in Montreal and the effects of retrofit

ABSTRACTThe study described in this paper refers to seismic assessment and retrofit of an existing 10‐storey reinforced concrete office building designed and built at the beginning of the 20 century. When this building with a height of 38.95 m was completed it was the highest in downtown Montreal. According to FEMA 547 classification, the typology of this building structure is associated to model building type “C3”. Consequently, this type of non‐ductile frame building with an insignificant amount of masonry walls is relatively weak and unable to carry the seismic forces when subjected to ground motions from a potential earthquake magnitude. The main deficiencies of this structural system are: poor lateral confinement and shear resistance of columns, the location of lap splices and the number of reinforcing bars often inadequate, the lack of confinement and shear reinforcement in joints, poor anchorage of longitudinal reinforcement of beams into joints and shear resistance of beams. Due to lack of seismic detailing, the common retrofit measure recommended in ASCE/SEI 41–13 for this building is to add new lateral force‐resisting systems designed according to current code and standard provisions. Hence, in this case, the most cost‐effective retrofit solution is to add a steel structure designed to withstand seismic forces while responding to serviceability criteria required to preserve the non‐reinforced masonry facades facing the main streets and the facades ornaments.

Using Eurocodes and Aashto for assessing shear in slab bridges

Reinforced concrete short-span solid-slab bridges are used to compare Dutch and North American practices. As an assessment of existing solid-slab bridges in the Netherlands showed that the shear capacity is often governing, this paper provides a comparison between Aashto (American Association of State Highway and Transportation Officials) practice and a method based on the Eurocodes, and recommendations from experimental research for the shear capacity of slab bridges under live loads. The results from recent slab shear experiments conducted at Delft University of Technology indicate that slabs benefit from transverse force redistribution. For ten selected cases of straight solid-slab bridges, unity checks (the ratio between the design value of the applied shear force and the design beam shear resistance) are calculated according to the Eurocode-based method and the Aashto method. The results show similar design shear forces but higher shear resistances in the North American practice, which is not surprising as the associated reliability index for Aashto is lower.