Method for determining the shear capacity, computer system, computer storage medium

Abstract

This invention discloses a method for determining the shear capacity of the inclined section of a steel plate-UHPC composite reinforced member, comprising the following steps: (1) obtaining the shear capacity of the ordinary concrete matrix; (2) obtaining the shear capacity of the shear reinforcement; (3) obtaining the shear capacity of the shear section of the damaged ordinary RC beam; (4) obtaining the shear capacity of the UHPC reinforcement layer; (5) obtaining the shear capacity of the steel plate reinforcement layer; (6) obtaining the shear capacity of the steel plate-UHPC composite reinforced structure; and (7) determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member. This invention also provides a computer system and a computer storage medium. This invention innovatively provides a method for calculating the shear capacity of the inclined section of a steel plate-UHPC composite reinforced member, and the final determination method has the characteristics of wide applicability and high reliability.

Description

Technical Field

[0001] This invention belongs to the field of bridge structure design, and particularly relates to a method for determining the stress performance of a steel plate-UHPC composite reinforcement component, as well as a computer system and computer storage medium. Background Technology

[0002] In recent years, existing reinforced concrete (RC) bridges have suffered from various degrees of damage, including cracking, concrete spalling, and large deflection, severely impacting their normal use and load-bearing capacity. When the shear resistance of a bridge deteriorates due to external factors, brittle shear failure may occur, further affecting the overall performance of the bridge. Therefore, it is essential to strengthen RC bridges and improve their shear strength.

[0003] Ultra-high performance concrete (UHPC) is a high-strength, high-toughness, low-porosity cementitious material with advantages such as good impermeability, high bond strength, low shrinkage, high density, and good durability. With the rapid development of UHPC, steel-UHPC composite structures have been widely used in civil engineering, mainly due to the strong bond between UHPC and studs and anchor bars, ensuring the synergistic work between the steel and UHPC. Existing research results show that effective synergistic work between steel and UHPC can be guaranteed through mechanical connectors (such as studs or PBL connectors). Therefore, using UHPC instead of epoxy adhesive to "bond" steel plates to reinforce ordinary reinforced concrete (RC) bridge structures is a new and effective means to solve the problem of easy aging of adhesives in traditional adhesive methods (see patent application CN114197338A).

[0004] Currently, many scholars both domestically and internationally have conducted research on the shear performance and bearing capacity calculation methods of bridges reinforced using steel plate reinforcement and UHPC reinforcement methods. For example, Cai Ziwei and Li Lingzhi et al. conducted experimental research and theoretical analysis on the shear performance of concrete beams reinforced with side-anchored steel plates, proving that the anchored steel plate reinforcement method can effectively avoid interface peeling failure while improving the ultimate bearing capacity of the structure. Zhao et al. improved the height design of the reinforcing steel plate according to the internal force distribution of the structure, which improved the reinforcement efficiency, and gave calculation formulas for bending and shear bearing capacity under positive bending moment based on simplified plasticity theory and experimental results. Bahraq, Chen, Zhang Yang et al. conducted shear performance tests on cast-in-place UHPC side- or U-shaped reinforced RC beams. The shear bearing capacity of the RC beams after UHPC reinforcement was significantly improved and had better ductility. Crack development was effectively suppressed, and the UHPC-RC layer showed good synergistic stress performance. Sun Xiao et al. conducted static load tests on nine experimental beams to study the effects of factors such as shear span ratio and UHPC thickness on the reinforcement effect, and derived a calculation formula for the shear bearing capacity of fiber mesh composite UHPC-reinforced RC beams using a truss-arch model. Zhang Jianrui et al. reinforced the sides of beams with UHPC of different thicknesses and established a calculation formula for the shear bearing capacity of the reinforced beams based on plastic analysis.

[0005] In general, scholars at home and abroad have conducted some research on the shear performance and calculation methods of RC beams reinforced by steel plates or UHPC alone, but there are no research reports on the shear performance and calculation methods of damaged RC beams reinforced by steel plate-UHPC combination, and there is a lack of theoretical analysis for predicting the shear bearing capacity of this reinforcement method. Summary of the Invention

[0006] The technical problem to be solved by this invention is to overcome the deficiencies and defects mentioned in the background art above, and to provide a method for determining the shear bearing capacity of the oblique section of a steel plate-UHPC composite reinforced structure, which is applicable to steel plate-UHPC composite reinforced structures, has a wide range of applications, and high reliability, as well as a computer system and computer storage medium. To solve the above technical problem, the technical solution proposed by this invention is as follows:

[0007] A method for determining the shear capacity of the inclined section (for I-beams, T-beams, and box beams, this refers to the inclined section of the web; for rectangular beams, this refers to the inclined section of the rectangular cross-section) of a steel plate-UHPC composite reinforced member includes the following steps:

[0008] (1) Obtain the shear span ratio λ of the damaged ordinary RC beam and the cubic compressive strength f of the ordinary concrete. c(MPa), the width of the rectangular beam section or the web width of the I-beam, T-beam, or box beam section b (mm), the distance h0 (mm) from the edge of the compression zone of the section to the centroid of the longitudinal tensile reinforcement, and based on the parameters obtained above, the shear capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam is obtained. dc (N);

[0009] (2) Obtain the cross-sectional area A of the shear reinforcement on the inclined section of the damaged ordinary RC beam. sv (mm 2 ), tensile strength f of shear reinforcement yv Based on the parameters obtained above, the shear capacity V of the shear reinforcement in the inclined section of the damaged ordinary RC beam is calculated using the following parameters: (MPa), the spacing s (mm) of the shear reinforcement along the longitudinal direction, and the distance h0 (mm) from the edge of the compression zone of the section to the centroid of the longitudinal tension reinforcement. es (N);

[0010] (3) Based on the shear bearing capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam obtained in steps (1) and (2) above, dc (N) and the shear bearing capacity V of the shear reinforcement on the inclined section of the damaged ordinary RC beam. es (N) is corrected using the following method to obtain the shear capacity V on the inclined section of the damaged ordinary RC beam. p (N) is as follows:

[0011] V p =α d (V dc +V es );

[0012] Where, α d This is the damage reduction factor for a damaged ordinary RC beam;

[0013] (4) Obtain the cross-sectional area A of the UHPC reinforcement layer. UHPC (mm 2 ), the elastic tensile strength f of UHPC Uted (MPa) and ultimate tensile strength f Utud (MPa), determine the angle θ (°) between the principal compressive stress on the inclined section of the damaged ordinary RC beam and the longitudinal axis of the beam, and obtain the shear bearing capacity V of the UHPC reinforcement layer based on the parameters obtained above. au (N);

[0014] (5) Obtain the cross-sectional area A of the steel plate reinforcement layer. tp (mm 2 ), yield strength f of steel plate yp(MPa), determine the angle θ (°) between the principal compressive stress on the inclined section of the damaged ordinary RC beam and the longitudinal axis of the beam; based on the parameters obtained above, obtain the shear bearing capacity V of the steel plate reinforcement layer. as (N);

[0015] (6) Based on the shear bearing capacity V of the UHPC reinforcement layer obtained in steps (4) and (5) above, au (N) and the shear bearing capacity V of the steel plate reinforcement layer as (N) is corrected in the following way to obtain the shear bearing capacity V of the steel plate-UHPC composite reinforcement structure. a (N) is as follows:

[0016] V a =Ψ(V au +V as );

[0017] Wherein, Ψ is the influence coefficient of the steel plate-UHPC combined reinforcement method;

[0018] (7) Based on the shear bearing capacity V on the inclined section of the damaged ordinary RC beam obtained in steps (3) and (6) above, p (N) and the shear bearing capacity V of the steel plate-UHPC composite reinforced structure a (N), determine the shear capacity V(N) of the inclined section of the steel plate-UHPC composite reinforced member; the details are as follows:

[0019] V = V p +V a .

[0020] In the above-mentioned method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, the preferred method is to determine the shear capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam. dc The determination is made using the following method, as detailed below:

[0021]

[0022] In the above-mentioned method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, the preferred method is to determine the shear capacity V of the shear reinforcement on the inclined section of the damaged ordinary RC beam. es The determination is made using the following method, as detailed below:

[0023]

[0024] In the above method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, the preferred method is to use the damage reduction factor α for the damaged ordinary RC beam. d The determination method is as follows: For an undamaged ordinary RC beam, α d=1.0; For damaged ordinary RC beams with diagonal crack width less than 0.2mm, α d =0.835; For damaged ordinary RC beams with diagonal crack width greater than 0.2mm, α d =0.78.

[0025] In the above method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, preferably, the shear capacity V of the UHPC reinforcement layer is... au The determination is made using the following method, as detailed below:

[0026]

[0027] In the above method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, preferably, the shear capacity V of the steel plate reinforcement layer is... as The determination is made using the following method, as detailed below:

[0028]

[0029] In the above-mentioned method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member, the preferred method for determining the influence coefficient Ψ of the steel plate-UHPC composite reinforcement method is as follows: for damaged ordinary RC beams reinforced with U-shape or double-sided reinforcement, Ψ = 1.00; for damaged ordinary RC beams reinforced with single-sided reinforcement, Ψ = 0.85.

[0030] As a general technical concept, the present invention also provides a computer system including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of any of the methods described above.

[0031] As a general technical concept, the present invention also provides a computer storage medium having a computer program stored thereon, characterized in that the program, when executed by a processor, implements the steps in any of the methods described above.

[0032] The method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member of the present invention is based on the simplified concrete failure criterion, the thin-layer UHPC failure theory and the steel plate buckling theory. It can be applied to the reinforcement of damaged ordinary RC beam members with box, rectangular, T-shaped and I-shaped sections, and has the characteristics of simplicity, wide applicability and high reliability.

[0033] In this invention, the degree of damage to ordinary RC beams under different service environments, service years, and load levels may not be completely consistent, and their residual shear bearing capacity will also be affected accordingly. This invention introduces a damage reduction factor α for the degree of damage to ordinary RC beams. dThis paper considers the adverse impact of the original RC beam's damage level on the shear capacity of the reinforced component. Furthermore, for ordinary RC box girders, diagonal and vertical cracks are the main crack development forms. Among them, web diagonal cracks caused by insufficient crack resistance and excessive principal tensile stress are one of the most dangerous defects in ordinary RC box girder bridges. Another characteristic of web diagonal cracks is that cracking inside the box girder is far more severe than cracking outside. Therefore, double-sided reinforcement can more effectively improve the normal use and load-bearing capacity of the reinforced beam. However, in actual engineering, due to factors such as beam cross-sectional dimensions, bridge clearance requirements, and construction conditions, some box girder sections can only be reinforced on one side, and the reinforcement effect is not as good as double-sided reinforcement. Therefore, this invention introduces a steel plate-UHPC combined reinforcement method influence coefficient Ψ to reflect the impact of the reinforcement method on the shear capacity. It should be emphasized that the introduction and modification of each parameter in this invention are not arbitrarily selected. This invention introduces a damage reduction coefficient α for the damaged ordinary RC beam. d The method for determining the influence coefficient Ψ of the combined reinforcement method of steel plate-UHPC is characterized by its wide applicability and high reliability.

[0034] Compared with the prior art, the advantages of the present invention are as follows:

[0035] This invention conducts error analysis, coefficient correction, and reliability verification based on a large number of shear test samples of damaged ordinary RC beam members reinforced with steel plate-UHPC composites. It introduces a damage reduction factor α for the damaged ordinary RC beams. d The invention introduces an innovative method for calculating the shear capacity of steel plate-UHPC composite reinforced members, based on the influence coefficient Ψ of the combined reinforcement method. This method boasts wide applicability and high reliability. Based on the close agreement between experimental samples and calculation results, the calculation method closely approximates measured results, has a reasonable safety margin, and meets regulatory requirements. It is easily applicable in engineering practice and can provide a reference for the design and determination of shear capacity of steel plate-UHPC composite reinforced member structures, demonstrating significant engineering application value. Detailed Implementation

[0036] To facilitate understanding of the present invention, the present invention will be described more fully and in detail below with reference to preferred embodiments, but the scope of protection of the present invention is not limited to the following specific embodiments.

[0037] Unless otherwise defined, all technical terms used herein have the same meaning as commonly understood by those skilled in the art. The technical terms used herein are for the purpose of describing particular embodiments only and are not intended to limit the scope of the invention.

[0038] Unless otherwise specified, all raw materials, reagents, instruments and equipment used in this invention can be purchased from the market or prepared by existing methods.

[0039] Example:

[0040] The method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member in this embodiment includes the following steps:

[0041] (1) Obtain the shear span ratio λ of the damaged ordinary RC beam and the cubic compressive strength f of the ordinary concrete. c (MPa), the width of the rectangular beam section or the web width of the I-beam, T-beam, or box beam section b (mm), the distance h0 (mm) from the edge of the compression zone of the section to the centroid of the longitudinal tensile reinforcement, and based on the parameters obtained above, the shear capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam is obtained. dc (N);

[0042] (2) Obtain the cross-sectional area A of the shear reinforcement on the inclined section of the damaged ordinary RC beam. sv (mm 2 ), tensile strength f of shear reinforcement yv Based on the parameters obtained above, the shear capacity V of the shear reinforcement in the inclined section of the damaged ordinary RC beam is calculated using the following parameters: (MPa), the spacing s (mm) of the shear reinforcement along the longitudinal direction, and the distance h0 (mm) from the edge of the compression zone of the section to the centroid of the longitudinal tension reinforcement. es (N);

[0043] (3) Based on the shear bearing capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam obtained in steps (1) and (2) above, dc (N) and the shear bearing capacity V of the shear reinforcement on the inclined section of the damaged ordinary RC beam. es (N) is corrected using the following method to obtain the shear capacity V on the inclined section of the damaged ordinary RC beam. p (N) is as follows:

[0044] V p =α d (V dc +V es );

[0045] Where, α d This is the damage reduction factor for a damaged ordinary RC beam;

[0046] (4) Obtain the cross-sectional area A of the UHPC reinforcement layer. UHPC (mm 2 ), the elastic tensile strength f of UHPC Uted (MPa) and ultimate tensile strength f Utud(MPa), determine the angle θ (°) between the principal compressive stress on the inclined section of the damaged ordinary RC beam and the longitudinal axis of the beam, and obtain the shear bearing capacity V of the UHPC reinforcement layer based on the parameters obtained above. au (N);

[0047] (5) Obtain the cross-sectional area A of the steel plate reinforcement layer. tp (mm 2 ), yield strength f of steel plate yp (MPa), determine the angle θ (°) between the principal compressive stress on the inclined section of the damaged ordinary RC beam and the longitudinal axis of the beam; based on the parameters obtained above, obtain the shear bearing capacity V of the steel plate reinforcement layer. as (N);

[0048] (6) Based on the shear bearing capacity V of the UHPC reinforcement layer obtained in steps (4) and (5) above, au (N) and the shear bearing capacity V of the steel plate reinforcement layer as (N) is corrected in the following way to obtain the shear bearing capacity V of the steel plate-UHPC composite reinforcement structure. a (N) is as follows:

[0049] V a =Ψ(V au +V as );

[0050] Wherein, Ψ is the influence coefficient of the steel plate-UHPC combined reinforcement method;

[0051] (7) Based on the shear bearing capacity V on the inclined section of the damaged ordinary RC beam obtained in steps (3) and (6) above, p (N) and the shear bearing capacity V of the steel plate-UHPC composite reinforced structure a (N), determine the shear capacity V(N) of the inclined section of the steel plate-UHPC composite reinforced member; the details are as follows:

[0052] V = V p +V a .

[0053] In this embodiment, the shear bearing capacity V of the ordinary concrete matrix on the inclined section of the damaged ordinary RC beam dc The determination is made using the following method, as detailed below:

[0054]

[0055] In this embodiment, the shear bearing capacity V of the shear reinforcement on the inclined section of the damaged ordinary RC beam es The determination is made using the following method, as detailed below:

[0056]

[0057] In this embodiment, the damage reduction factor α for the damaged ordinary RC beam is used. d The determination method is as follows: For an undamaged ordinary RC beam, α d =1.0; For damaged ordinary RC beams with diagonal crack width less than 0.2mm, α d =0.835; For damaged ordinary RC beams with diagonal crack width greater than 0.2mm, α d =0.78.

[0058] In this embodiment, the shear bearing capacity V of the UHPC reinforcement layer au The determination is made using the following method, as detailed below:

[0059]

[0060] In this embodiment, the shear bearing capacity V of the steel plate reinforcement layer as The determination is made using the following method, as detailed below:

[0061]

[0062] In this embodiment, the method for determining the influence coefficient Ψ of the steel plate-UHPC combined reinforcement method is as follows: for damaged ordinary RC beams reinforced with U-shaped reinforcement or double-sided reinforcement, Ψ = 1.00; for damaged ordinary RC beams reinforced with single-sided reinforcement, Ψ = 0.85.

[0063] This embodiment also provides a computer system, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the steps of any of the methods described above.

[0064] This embodiment also provides a computer storage medium storing a computer program thereon, characterized in that the program, when executed by a processor, implements the steps in any of the methods described above.

[0065] To better illustrate the advantages of the method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member in this embodiment, the calculation method in this embodiment is explained below:

[0066] The verification samples were selected based on the following principles: ① single-point or two-point concentrated force loading; ② the failure mode of the reinforced beam was mainly controlled by shear, so as to ensure that the peak load measured in the test can characterize the actual shear bearing capacity of the beam; ③ no premature delamination failure occurred at the interface between the reinforcement layer and the RC. Using the above principles, a total of 33 ordinary RC beam specimens that simultaneously meet the conditions for shear strengthening were identified and defined as Database I. These specimens have shear span ratios ranging from 1.0 to 3.0, ordinary concrete cube compressive strength parameters ranging from 27.2 to 59.6 MPa, steel plate thickness parameters ranging from 2.3 to 8.0 mm, steel plate yield strength parameters ranging from 346.9 to 582.0 MPa, UHPC thickness parameters ranging from 15 to 40 mm, UHPC cube compressive strength parameters ranging from 59.0 to 158.4 MPa, and UHPC axial tensile strength parameters ranging from 5.0 to 9.9 MPa. Strengthening methods include single-sided strengthening, double-sided strengthening, and U-shaped strengthening (in U-shaped strengthening, the influence of the bottom plate strengthening part on the shear bearing capacity is negligible, so Ψ is taken as 1.00). The crack width of the damaged ordinary RC beams ranges from 0 to 0.4 mm.

[0067] For the above samples, the determination method of this embodiment is used to calculate the calculated value V for each sample, and then compared with the experimental value V. exp The results of the comparison are shown in Table 1 below:

[0068] Table 1: Calculation error of shear bearing capacity in Database I

[0069]

[0070] Note: χ m , χ cov These represent the calculated errors χ (calculated value V and experimental value V). exp The mean and coefficient of variation of the ratio (R, R) are used; the correlation coefficient is used; the maximum and minimum values ​​mentioned above are the experimental values ​​V. exp The maximum and minimum values ​​of the ratio of the calculated value V to the value V; the reliability index requirement for the shear capacity of the inclined section of ultra-high performance concrete flexural members is not less than 4.70.

[0071] Table 1 gives the experimental values ​​of shear bearing capacity V of the steel plate-UHPC composite reinforced damaged ordinary RC beam from Database I. exp The comparison results with the calculated value V are shown in the table above. As can be seen, the database sample in this embodiment covers a variety of situations, the reliability indicators meet the requirements, and the reliability is good.

Claims

1. A method for determining the shear capacity of the inclined section of a steel plate-UHPC composite reinforced member, characterized in that, Includes the following steps: (1) Obtain the shear span ratio λ of the damaged ordinary RC beam, the cubic compressive strength f of the ordinary concrete c , the rectangular beam section width or the I-shaped beam, T-shaped beam, box-shaped beam section web width b, the distance h0 from the section compression zone edge to the centroid of the longitudinal tensile reinforcement, and obtain the ordinary concrete matrix shear capacity V on the inclined section of the damaged ordinary RC beam based on the above obtained parameters dc ; (2) obtaining the sectional area A of the shear reinforcement on the oblique section of the damaged ordinary RC beam sv , the tensile strength f of the shear reinforcement yv , the spacing s of the shear reinforcement arranged along the longitudinal direction, and the distance h0 from the edge of the compression zone of the section to the centroid of the longitudinal tensile reinforcement, obtaining the shear capacity V of the shear reinforcement on the oblique section of the damaged ordinary RC beam based on the above obtained parameters es ; (3) The shear capacity of the normal concrete matrix on the oblique section of the damaged ordinary RC beam V dc and the shear capacity of the shear steel on the oblique section of the damaged ordinary RC beam V es is modified by the following method to obtain the shear capacity V p of the damaged ordinary RC beam on the oblique section as follows: V p = a d (V dc + V es ); wherein a d is the damage reduction factor of the damaged ordinary RC beam; (4) obtaining the cross-sectional area A of the UHPC reinforcing layer UHPC , the elastic tensile strength f of the UHPC Uted , and the ultimate tensile strength f Utud , determining the angle θ between the principal compressive stress on the oblique cross-section of the damaged ordinary RC beam and the longitudinal axis direction of the beam body, and obtaining the shear capacity V of the UHPC reinforcing layer based on the above-mentioned obtained parameters au ; (5) Obtain the cross-sectional area A of the steel plate reinforcement layer tp , the yield strength f of the steel plate yp , determine the angle θ between the principal compressive stress on the damaged ordinary RC beam and the longitudinal axis direction of the beam body; based on the above obtained parameters, obtain the shear capacity V of the steel plate reinforcement layer as ; (6) The shear capacity V of the UHPC reinforced layer obtained in steps (4) and (5) above is modified as follows to obtain the shear capacity V of the steel plate-UHPC composite reinforced structure au and the shear capacity V of the steel plate reinforced layer as , and the shear capacity V of the steel plate-UHPC composite reinforced structure is obtained by modifying as follows a Specifically as follows: V a = Ψ(V au + V as ); Wherein, Ψ is the influence coefficient of the steel plate-UHPC combined reinforcement method; (7) The shear capacity V of the damaged ordinary RC beam oblique section obtained in steps (3) and (6) above p And the shear capacity V of the steel plate-UHPC combined reinforcement structure a Determine the shear capacity V of the steel plate-UHPC combined reinforcement member oblique section; Specifically as follows: V = V p + V a .

2. The method for determining the shear bearing capacity of the inclined section of the steel plate-UHPC composite reinforced member according to claim 1, characterized in that, Shear capacity of normal concrete matrix on the oblique section of damaged ordinary RC beam V dc The following method is used to determine, as follows:

3. The method for determining the shear bearing capacity of the inclined section of the steel plate-UHPC composite reinforced member according to claim 1, characterized in that, Shear capacity of shear reinforcement on the oblique section of damaged common RC beam V es The following method is used to determine, as follows:

4. The method for determining the shear bearing capacity of the inclined section of the steel plate-UHPC composite reinforced member according to claim 1, characterized in that, The damaged common RC beam damage degree reduction coefficient α d is determined as follows: for the undamaged common RC beam, α d = 1.0; for the damaged common RC beam with the oblique crack width less than 0.2 mm, α d = 0.835; for the damaged common RC beam with the oblique crack width greater than 0.2 mm, α d = 0.

78.

5. The method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member according to any one of claims 1-4, characterized in that, Shear capacity V of the UHPC reinforcement layer au The following is used to determine, as follows:

6. The method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member according to any one of claims 1-4, characterized in that, Shear capacity V of the steel plate reinforcement layer as The following method is used to determine this, as follows:

7. The method for determining the shear capacity of the inclined section of the steel plate-UHPC composite reinforced member according to any one of claims 1-4, characterized in that, The method for determining the influence coefficient Ψ of the steel plate-UHPC combined reinforcement method is as follows: for damaged ordinary RC beams reinforced with U-shaped reinforcement or double-sided reinforcement, Ψ = 1.00; for damaged ordinary RC beams reinforced with single-sided reinforcement, Ψ = 0.

85.

8. A computer system comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the steps of the method described in any one of claims 1-7.

9. A computer storage medium having a computer program stored thereon, characterized in that, When the program is executed by the processor, it implements the steps of the method described in any one of claims 1-7.

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