Span Ratio Research Articles

Experimental research and engineering application on bearing capacity of concrete-filled steel tube circular arch

The bearing property and deformation failure law of the CFST circular arch were investigated in order to provide direction for the optimization of the concrete-filled steel tube (CFST) support. The flexural bearing capacity test of the 194 mm × 10 mm CFST was performed initially in this study. It was primarily explored how bearing capacity and deformation of circular arches were affected by the slip of the arch foot and anti-bending strengthening, and the neutral layer migration rule and anti-bending strengthening mechanism of circular arches were examined. The bearing performance of the circular arch under the condition of the concentrated load of the vault and the usual uniform load of the entire span is then simulated in an orthogonal test by numerical simulation in order to extend the experimental investigation. The effect of variables including the steel tube’s outer diameter, thickness, slip of the arch foot, and the ratio of the arch rise to span on the bearing capacity of the circular arch is examined. The study demonstrates that under focused stress on the arch top or full-span normal uniform loading, the arch foot slip is the most important element impacting the CFST support’s bearing capacity. In steel tubes with the same outer diameter and wall thickness, the vector span ratio has a bigger influence than anti-bending strengthening. When the span ratio is the same, the influence of the outer diameter and wall thickness are equal and outweigh the influence of bending strengthening. The circular arch with an outside diameter of 168 mm, a wall thickness of 10 mm, and a rise-span ratio of 0.207 has the best performance characteristics under the influence of concentrated load, and the ultimate failure mechanism is local waist drum deformation failure. Based on the aforementioned study findings, the circular CFST support’s buckling deformation and drum deformation are examined, and a composite support consisting of “anchor net spray + CFST support” is directed for the north three deep track downhill of Yangcheng Coal Mine. Two failure types expose the failure mechanism and provide a technique for optimization. The support had contributed to the circular CFST arc arch’s best bearing performance in the event of waist drum deformation and failure.

Analysis and Design of Concrete Filled Steel Tubular Chord and Brace Bridge Girder under Flexural Loading.

This study focuses on the flexural behavior of a composite construction consisting of three concrete filled steel tubular (CFST) chords connected by a circular steel braces. The CFST members exhibit advantages such as stiffness, strength, capacity, and ductility compared to conventional steel and reinforced concrete members. The study uses CATIA V5 software for modelling the truss specimens, and ANSYS software for finite element analysis. The main parameters examined include shear span ratio, angle between brace and chord, presence of infilled concrete, subsequent flexural behavior, and material interaction. The moment of resistance of the CFST truss with braces is calculated using the working stress method, and a design table for ultimate load carrying capacity of different circular sections is generated. The study aims to understand the effects of shear span ratio, angle of chord, brace, and presence of infill concrete on the CFST chord and brace girder.

Span 60/Cholesterol Niosomal Formulation as a Suitable Vehicle for Gallic Acid Delivery with Potent In Vitro Antibacterial, Antimelanoma, and Anti-Tyrosinase Activity.

Natural compounds such as gallic acid (GA) have attracted more attention in cosmetic and pharmaceutical skin care products. However, the low solubility and poor stability of GA have limited its application. This study aimed to synthesize and characterize the GA niosomal dispersion (GAN) and investigate the potential of an optimal formulation as a skin drug delivery system for GA. For this purpose, GAN formulations were synthesized using the thin layer evaporation method with different molar ratios of Tween 60/Span 60, along with a constant molar ratio of polyethylene glycol 4000 (PEG-4000) and cholesterol in a methanol and chloroform solvent (1:4 v/v). The physicochemical properties of nanosystems in terms of size, zeta potential, drug entrapment, drug release, morphology, and system-drug interaction were characterized using different methods. In addition, in vitro cytotoxicity, anti-tyrosinase activity, and antibacterial activity were evaluated by MTT assay, the spectrophotometric method, and micro-well dilution assay. All formulations revealed a size of 80-276 nm, polydispersity index (PDI) values below 0.35, and zeta potential values below-9.7 mV. F2 was selected as the optimal formulation due to its smaller size and high stability. The optimal formulation of GAN (F2) was as follows: a 1:1 molar ratio of Span 60 to cholesterol and 1.5 mM GA. The release of the F2 drug showed a biphasic pattern, which was fast in the first 12 h until 58% was released. Our results showed the high antibacterial activity of GAN against Escherichia coli and Pseudomonas aeruginosa. The MTT assay showed that GA encapsulation increased its effect on B6F10 cancer cells. The F2 formulation exhibited potent anti-tyrosinase activity and inhibited melanin synthesis. These findings suggest that it can be used in dermatological skin care products in the cosmetic and pharmaceutical industries due to its significant antibacterial, anti-melanoma, and anti-tyrosinase activity.

Experimental and numerical study on seismic behavior of special shaped steel truss and concrete composite shear wall

A steel truss-concrete composite (STCC) shear wall is fabricated by replacing the reinforcement of the shear wall by steel truss, which has high bearing capacity, good fire resistance, good seismic performance, and an easy construction. In order to investigate the seismic performance of special shaped composite shear wall, a quasi-static test was carried out on four T-shaped and two L-shaped composite shear walls. The results showed that the change of diagonal bracing form from strip steel to channel steel can improve the ductility and energy dissipation capacity of the shear wall and delay the strength degradation. Increasing the thickness of steel vertical supports can effectively improve the initial stiffness, while decreasing the thickness of diagonal braces will reduce the bearing capacity of the wall. The strength and stiffness of shear walls loaded along the web in the positive direction (flange in tension) is high, but the ductility is relatively poor when compared with walls loaded in the negative direction (flange in compression). Numerical models were established by ABAQUS, in which the steel hysteretic constitutive model was adjusted to simulate the influence of bond-slip effect. The influence of shear span ratio, axial load ratio, steel ratio of vertical support, volumetric ratio of diagonal brace, tilt angle of diagonal brace and horizontal force direction on the seismic performance of T & L shaped composite shear walls were analyzed. Finally, a design method was proposed, and the calculated results by the design method were in good agreement with the test.

Failure mode discrimination and theoretical prediction method for unequal span bonded prestressed concrete substructures against progressive collapse

Unequal-span prestressed concrete (USPC) structures have unequal spans on the left and right sides and are configured with prestressed steel strands on both spans. However, research on the progressive collapse resistance of these structures is lacking. The strength of the asymmetry of the USPC structure varies depending on the span ratio and reinforcement configuration, resulting in two distinct failure modes in progressive collapse. A parametric analysis was conducted using finite element software to determine how the resistance to progressive collapse and failure modes of USPC structures under middle column failure are affected by variables such as the span ratio, reinforcement configuration, and proportion of prestressing. Accordingly, a discrimination criterion for determining the failure modes of USPC structures was proposed. A theoretical approach for predicting the ultimate displacement and resistance of the progressive collapse of USPC structures was presented for different failure modes. This theoretical approach proposes an innovative stiffness combination and tension path method to establish displacement coordination and force equilibrium conditions, respectively. The theoretical prediction method was deemed valid after comparing it with finite element simulation results.

Database of flanged reinforced concrete squat walls and its utilization based on machine learning

Flanged reinforced concrete (RC) squat walls are widely used in conventional buildings, owing to their capability of meeting certain architectural demands and providing significant lateral strength and stiffness in both principal directions. Despite their popularity and advantages, understanding of these walls is still limited due to the complexities brought by the non-rectangular cross-section and the relatively small shear span ratio. To facilitate future investigations through, a database containing comprehensive information about 182 flanged RC squat walls is presented in this paper. The criteria for selecting data and relevant sources are first introduced. Then items in the database are categorized into five groups, with histograms to assist understanding. The characteristics of these items are also discussed, and suggestions for future research are proposed. Furthermore, potential uses of this database are suggested, and the peak shear strength of these walls is explored based on machine learning as an example of utilization of this database. Compared with the mainstream building codes, this data-based approach produces much better predictions. Researchers are also encouraged to explore the use of this database through other data-driven approaches.

Radial vibration analysis of single and composite spherical shells by wave approach

This paper presents the wave approach for the analysis of free vibration and transmission response of single and composite spherical shells. From wave standpoint, propagation and refection matrices are combined to obtain the characteristic equation of radial vibration for a single spherical shell with free–free and free–clamped boundary constraints. The corresponding natural frequencies solved by the wave approach are compared with the results by the fundamental analytical solution and classical Bessel solution. Additionally, based on the wave solution, transfer matrix, localization factor, and transmission response of a phononic crystal composite spherical shell are investigated. The predicted attenuation bands by the finite element method (FEM) are exactly the same as the theoretical analytical results. The effect of radial span ratio and inner radius on the attenuation band is also discussed.

Hysteretic model of seawater and sea sand concrete-filled FRP- steel composite tube columns considering the confinement effectiveness

Aiming at the problems of marine infrastructure facing corrosion and complex load environments, a seawater and sea sand concrete-filled CFRP- steel composite tube (SFSCT) column structure was proposed: CFRP sheets are pasted on the inner and outer walls of the steel tube to provide corrosion resistance and improve yield capacity, and then the environment-friendly seawater and sea sand concrete is used to fill the steel tube. Based on pseudo-static tests, a fiber model was established based on OpenSEEs. The axial compression ratio, steel tube thickness, yield strength, shear span ratio, and CFRP layer were analyzed and collected as a database. The influence rules of the designed parameters were obtained. Combining experimental data and fiber model results, a complete hysteretic model was finally proposed based on the equal ratio superposition of parameters. The proposed model includes the parameter prediction methods such as peak load, drift ratio, and stiffness of the descending section, as well as the loading and unloading criteria. A trilinear skeleton curve model was established to predict the developing trends of various parameters. The confinement effectiveness of steel and CFRP was fully taken into considerations in the proposed model. The predicted results are in good agreement with the simulation results of SFSCT.

Theoretical Analysis and Photothermal Experimental Study of a Segmented Specular Reflection Solar Concentrator

Abstract In this paper, a segmented specular reflection solar concentrator is proposed. Many mirrors are arranged in the same plane, and all the reflected rays fall on the cylindrical focal surface. The glass mirrors are placed in different positions, tilt angles, and widths, and reflect light without blocking each other. Through the theoretical analysis of this type of concentrating system, in the same space span, with the increase of the installation height of the cylindrical focal surface, the concentrating ratio and area utilization rate gradually increase. The area utilization ratio is related to the ratio of mirror installation span and receiver height, and the concentrating ratio is linear to the number of mirrors. Through multiple groups of photothermal experimental analysis, it can be concluded that under the same heat collection temperature, the greater the radiation intensity received of the heat collecting tube, the higher the heat collection efficiency of the solar collecting system.

Determination of critical collapse resistance of steel framed-structure: Fast manual calculation

This paper proposes a fast manual calculation method for determining the critical collapse resistance (CCR) of steel frame structures caused by an edge column loss. The critical collapse deformation (CCD) of the frame structure in an edge column loss is determined prior to calculating the CCR. Systematic parametric analysis is performed to examine the impacts of floor aspect ratio, slab rebar, slab thickness, beam depth, and beam span on the CCD of the frame structure. It is found that the CCD of the frame structure caused by the edge column loss can be determined by the beam depth, beam span and floor aspect ratio. When the beam span is increased by one beam depth, the CCD of the frame structure is increased by 0.2 times of the beam depth. The slab rebar and slab thickness have minimal effects on the CCD of the frame. When the rebar diameter and slab thickness are decreased by 50 % and 30 % respectively, the change of the CCD of the frame structure is within 10 %. A hardening factor is introduced to calculate the CCR of the frame in an edge column loss, defined as the ratio of the CCR to the yield resistance of the frame. Through more than 20,000 parametric analyses, it is found that the hardening factor can be determined by the normalized CCD (NCCD, the ratio of CCD to the yielding deformation) and the span-to-thickness ratio (STR) of the slab. For the STR of 40 and NCCD of 32, the hardening factor of the frame structure in an edge column loss is more than 3.0. A detailed process for calculating the CCR of the frame structure in an edge column loss is given. The results in the case study demonstrate that the error between the proposed method and the numerical analysis is within 10 %.

Research on the Shear Performance of Cold-Formed Thin-Walled Steel-Glued Laminated Wood Composite Beams

This paper proposes a new type of composite box beam combined with cold-formed thin-walled steel and glued laminated timber to develop green building structures while improving the load-carrying capacity of a single steel girder and glued timber girder. Two composite beams composed of laminated timber and Q235 cold-formed thin-walled steel were designed and fabricated. Then, the shear performance test with quadratic loading was carried out to analyze the load carrying capacity, damage modes, and deformation characteristics of the test beams, as well as their influencing factors. Subsequently, a finite element model of the composite beam was established, and the loading mode was the same as that of the test to further study the parameters affecting the shear performance of the composite beam. The results of the study indicate that steel and glued timber in composite beams connected by adhesive bonding can work and deform together under load and each give full play to its material properties, especially the composite beams, which exhibit higher shear strength than a steel or timber beam. The effects of parameters such as steel cross-sectional area, shear span ratio, steel skeleton form, and steel cross-sectional strength on the shear capacity of the composite beams were observed, among which the shear span ratio had the greatest effect on the shear capacity of the composite beams. The shear capacity decreased by 14.3% and 19.5% when the shear span ratio was increased from 1.5 to 2.0 and 2.5, respectively. The shear capacity of the combined composite beams increased by 10.6%, 6.3%, and 5.8% when the thickness was increased from 1.5 mm to 2.0 mm, 2.5 mm, and 3.0 mm, respectively. When the combination of the steel cross-section was a box beam, the overall shear-bearing capacity could be increased by 12% compared with the “I” type composite beam, although its shear stiffness was close to that of the “I” section composite beam.

Research on the bearing capacity of foam concrete wall materials in green buildings

This study fabricated a combined wall with the help of a lightweight steel structural wall skeleton and foam concrete (FC) and designed four sets of strain experiments for walls with different FC densities and steel contents. In the displacement results, the higher the density of FC, the higher the load-bearing capacity. When the density of FC is 1000 and 1600 kg/m3, the wall will lose its load-carrying capacity after a maximum load of 80 and 90 kN, respectively. The greater the axial compression ratio of the sample, the greater the shear capacity of the combined wall. When the displacement distance is 30 mm, the maximum load is 162, 110, 94 and 85 kN when the shear span ratio is 1.0, 2.0, 3.0 and 4.0, respectively, and the load-carrying capacity decreases with the increase in the shear span ratio. Moreover, compared with the shear span ratio of 1.0, the load-carrying capacity decreases by 23, 41 and 51% successively. The maximum loads of the combined walls are 88, 79, 81 and 62 kN when the densities are 800, 1000, 1200 and 1600 kg/m3, respectively, and 75, 80, 81, 94 and 101 kN when the steel content ratios are 0.5, 1.0, 1.5, 2.0 and 2.5%, respectively.

Seismic performance and bearing capacity calculation of cross shaped concrete columns with built-in T-shaped steel and steel tubes.

Incorporating T-shaped steel and square steel tubes into a cross shaped concrete column can significantly improve the seismic performance of the cross shaped column. However, the experimental samples are limited, so ABAQUS finite element (FE) analysis method was adopted in this paper to study the seismic performance of this cross shaped column, calculate and verify three specimens in the existing reference. Based on the reliable model, parameter analysis was carried out (25 specimens in total). The results show that the established model has a high degree of coincidence in the hysteretic curve, skeleton curve and failure mode, and the error of ultimate bearing capacity and ductility is within 10%. The configuration of T-shaped steel and square steel tubes inside the cross column can meet the ductility requirements specified in the standard under high axial compression ratio. The ultimate bearing capacity of the cross shaped column increases with the increase of the thickness of the square steel tube, but the ductility deteriorates. The increase in steel tube size increases the strength of the concrete in the core area, and the seismic performance of the cross shaped column was improved. Increasing the thickness of the T-shaped steel flange can better improve the seismic performance of the cross shaped column compared to increasing the thickness of the T-shaped steel web plate. Increasing the height of the specimen will significantly reduce its seismic performance. When the shear span ratio is not greater than 4.1, the ductility can meet the standard requirements. The error of the formula for calculating the compression-bending bearing capacity proposed based on existing calculation methods is less than 5%.

Structural behavior of steel-concrete-steel sandwich slender and deep beams considering different connectors

Steel-concrete-steel (SCS) sandwich deep beams, with a shear span ratio of less than 2.0, are commonly employed in high-rise buildings and bridges. However, their failure mechanism differs from that of SCS sandwich slender beams, which have a shear span ratio greater than 2.0. This study systematically investigates the failure mechanisms of SCS sandwich deep beams and compares them with those of SCS sandwich slender beams. To improve their structural performance, ultra-high performance concrete (UHPC) was utilized as the core material to form S-UHPC-S sandwich deep beams, with shear studs serving as the sole shear connectors. The influence of these shear connectors was explored in comparison to cross ties. Three S-UHPC-S sandwich deep beams were subjected to static loading, and their performance was compared with ten existing SCS sandwich deep and slender beams. The analysis focused on failure modes, mechanical behaviors, and contributions of each component, including the steel plate (SP), core concrete (CC), and shear connectors. The results revealed distinctions in force transferring models, load-displacement curves, and the contributions of cross ties in deep beams compared to slender beams. Additionally, finite element (FE) analyses were employed to examine the force transferring mechanism of shear connectors. Based on both experimental and FE simulation analyses, theoretical models for predicting the ultimate capacity of S-UHPC-S sandwich deep beams and slender beams were proposed, accounting for different shear connectors. These models offer valuable insights for practical structural design and application.

Effect of liquid bridge on the thickness deviation between wafers sawn by diamond wire

Diamond wire web will be rearranged due to the reduction of structural stiffness and the enhancement of capillary force in the system for sawing ultra-thin wafers with fine-diameter diamond wire, which can cause uneven thickness between the as-cut wafers and affect the subsequent processing. A model for analyzing the transverse sawing behavior of the diamond wire caused by the liquid bridge after sawing into a workpiece was developed in this study by extending the dynamical model for a double-wire system with liquid bridge action to a multi-wire system. The stable transverse sawing state of the wire was obtained by analyzing the variation of the transverse sawing force with the as-cut wafer thickness thinning. Accordingly, the wafers thickness deviation rate affected by the wire groove wear and the liquid bridge action was calculated. The effects of the wire groove wear, the initial wire web gap, and the wire length between the guide wheel and the workpiece on the thickness deviation between the wafers sawn by the diamond wire were explored. The results show that the wafers thickness deviation increases with the increased wear of the wire grooves when the initial wire web gap is smaller than the minimum gap at which spontaneous wires adhesion can occur. The increase of wire groove wear makes the double-wire sawing more likely to occur. In addition, the wafers thickness deviation increases with decreases in the initial wire web gap and increases in the wire length between the guide wheel and the workpiece. Reducing the ratio of the initial wire span to the workpiece width helps to suppress the liquid bridge action during slicing and avoid the double-wire sawing. Since the minimum gap at which spontaneous wires adhesion can occur is large for the thick-diameter diamond wire, the fine-diameter diamond wire can be a better option for sawing the ultra-thin wafer to avoid the effect of liquid bridge on the wafers thickness deviation to the greatest extent.

Study on post-fire resistance of ceramsite foamed concrete sandwich composite slabs

The ceramsite foamed concrete sandwich composite slab has the characteristics of light weight and good heat insulation performance. At present, there are few research on the fire resistance of ceramsite foamed concrete sandwich composite slab at home and abroad, and the damage mechanism of ceramsite foamed concrete sandwich composite slab under fire is not clear. To fill this gap, constant load-temperature rise fire test and static loading test on five slab specimens are conducted by varying the parameters such as sandwich layer thickness, reinforcement pattern, shear span ratio and construction method. Based on the test, the results are studied, including the temperature distribution and deformation characteristics under fire, load–displacement curves, crack pattern and damage mode, residual bearing capacity of the slab after fire. The results show that ceramsite foamed concrete sandwich composite slab has good thermal insulation performance, the overall working performance, flexural bearing capacity and deformation ability of the slab is mainly affected by the slip at the composite surface. The integrity of the slab and the residual bearing capacity and ductility after fire could be significantly improved by the configuration of truss rebar. It is suggested to decrease the time difference of concrete placement at the composite surface or set shear keys and truss rebar to improve the cooperative working ability between the surface layer and the sandwich layer. Moreover, Finite Element analysis is carried out by ABAQUS software and the results show good agreement with experiment results. A new compositeness degree analysis (CDA) method for calculating the residual bearing capacity of ceramsite foamed concrete sandwich composite slab after fire considering different compositeness degree is proposed, which could be used for the practical engineering design.

Reinforced ultra-high performance concrete beam under flexure and shear: Experiment and theoretical model

This paper investigated the influence of different shear span ratios, longitudinal (LR) and stirrup (SR) reinforcement ratios, and material types on the flexural and shear performance of reinforced ultra-high performance concrete (UHPC) beams. A series of bending tests with shear span ratios of 4.0, 1.5, and 1.0 were conducted. Results reveal that UHPC beams with a LR ratio of 2.53% exhibit 1.66, 2.00, and 1.45 times higher load capacity than that of the beams with a LR ratio of 1.34% at shear span ratios of 4.0, 1.5, and 1.0, respectively. A SR ratio of 1.40% can achieve 15% and 35% enhancement in load capacity of UHPC beams at shear span ratios of 1.5 and 1.0, respectively. The UHPC beams made with hybrid polyethylene and straight steel fibers have the highest load capacity compared to the beams with straight steel fibers and hooked steel fibers. The enhancement can achieve 8%, 5%, and 15% at shear span ratios of 4.0, 1.5, and 1.0, respectively. Furthermore, cross-section analysis, a novel truss-arch model, and strut-and-tie model were employed to theoretically calculate the load capacity of the UHPC beams with different failure modes. The relative errors of the cross-section analysis and truss-arch model are smaller than 9% and 25%. The findings of this work could provide guidelines for the structural design of UHPC beams under different loading conditions.

A truss-arch model-based method for calculating shear walls with small shear span ratio

In this paper, based on the equivalent diagonal web truss-arch (EDWT) model and considering different failure modes and deformation coordination conditions, a method for calculating the shear capacity of shear walls with small shear-to-span ratio is proposed. The method considers the effects of both horizontal and vertical reinforcements in the web on the shear capacity of the member through the stress equivalence principle in the truss action, and an empirical formula to calculate the height of the compression zone for determining the section height of the concrete diagonal compression truss are also proposed. The test data of 359 small shear-span ratio shear walls were collected, and their shear capacity was calculated using the method proposed in this paper, and compared with the Chinese, American, European and Japanese codes. The results show that: except for the Japanese AIJ code, the calculation of shear capacity of small shear span ratio shear wall is conservative, while the AIJ code overestimates the height of the arch bar, which makes its calculation results unconservative; while the proposed formula can calculate the shear bearing capacity of small shear span ratio shear wall more accurately.

Study on the Bending Performance of High-Strength and High-Ductility CRE-Reinforced Concrete Beams

Constant resistance energy (CRE) steel reinforcement has a yield strength of up to 750 MPa and an ultimate elongation of more than 20%. CRE reinforcement overcomes the contradiction between high yield strength and high uniform elongation of ordinary high-strength bars. This paper explores the flexural performance and load-carrying mechanisms of CRE-reinforced concrete beams through a series of experiments, while also presenting a theoretical analytical method for such specimens. Flexural tests on six CRE-reinforced concrete beams and two control tests on hot-rolled ribbed bar 400 (HRB400)-reinforced concrete beams were conducted in this paper. The study examines the influence of the shear–span ratio and reinforcement type on the mechanical response of the beams, including cracking load, yield load, and ultimate load, while analyzing the variation patterns of concrete strain and reinforcement strain. The experimental results demonstrate that as the shear–span ratio decreases, the crack resistance and load-carrying capacity of CRE-reinforced concrete beams improve. Under equivalent conditions, CRE-reinforced concrete beams exhibit higher load-carrying capacity compared to HRB-reinforced concrete beams, surpassing the latter by approximately 43% in terms of ultimate load. Additionally, this paper proposes a calculation method for the mechanical response of NPR-reinforced concrete beams and compares the theoretical values with the experimental values. The differences between the two are within 13%, which proves the reliability of the calculation method.

Novel Calculation Method for the Shear Capacity of a UHPC Beam with and without Web Reinforcement.

To accurately predict the shear-bearing capacity of UHPC beams, it is crucial to quantify the shear contribution of the fiber bridging effect and UHPC compression zone. Nevertheless, it should be noted that the shear contribution of UHPC in the compression zone is not fully considered in most existing calculation methods, and the probability distribution of fibers within the matrix is also not taken into full account, which reduces the calculation accuracy of the shear bearing capacity of UHPC beams. In this paper, a UHPC beam shear test database containing 247 samples was created, and the influencing factors on the shear capacity of UHPC beams, such as the shear span ratio, the web reinforcement ratio, and the volume fraction of steel fiber, were analyzed. It was found that the ratio of cracking load to ultimate load ranges from 0.2 to 0.6, and the failure in the compression zone of UHPC beams can be divided into diagonal tension failure and shear compression failure. Based on the failure mechanism of the compression zone, considering the contribution of fiber micro tensile strength, a formula for calculating the shear-bearing capacity of UHPC beams with and without web reinforcement was proposed. Verified by experimental data, the proposed formula accurately predicts the shear-bearing capacity of UHPC beams. In comparison with other shear capacity formulas in current design codes, the proposed formula in this paper provides a higher prediction accuracy.