High-performance slow-adhesion prestressed ultra-high-performance concrete beam structure calculation method and device, electronic equipment and readable medium

Abstract

The embodiment of the invention discloses a calculation method and device for a high-performance slow-adhesion prestressed ultra-high-performance concrete beam structure, electronic equipment and a readable medium. The calculation method comprises the steps that the beam structure is designed based on design parameters, the beam structure comprises a beam structure body, high-performance retard-bonded prestressed tendons and common steel bars, the high-performance retard-bonded prestressed tendons and the common steel bars are arranged in the beam structure body and extend in the longitudinal direction of the beam structure body, and the beam structure body is made of ultra-high-performance concrete. Based on the design parameters of the beam structure, calculating the design maximum value of the retard-bonded prestress of the tensile area of the beam structure; and calculating the normal section flexural capacity of the beam structure based on the design maximum value of the retard-bonded prestress of the tension area. According to the method, a traditional reinforced concrete beam structure is improved, and the normal section flexural capacity of the beam structure can be accurately calculated based on design parameters of the beam structure.

Description

Technical Field

[0001] The present invention belongs to the field of civil engineering technology, and specifically relates to a calculation method, device, electronic equipment and readable medium for a high-performance slow-adhesion prestressed ultra-high-performance concrete beam structure. Background Art

[0002] High-strength steel and prestressed application technologies have been listed as among the ten new technologies in the construction industry that are being promoted and applied. Their application in concrete beam structures is of great significance for effectively utilizing natural resources, reducing carbon emissions, reducing material consumption, and improving the safety performance of reinforced concrete beam structures.

[0003] The core mechanical property of reinforced concrete beam structures is their cross-sectional flexural capacity, which is directly related to the safety and economic efficiency of beam structures. However, existing theories and methods for calculating the cross-sectional flexural capacity of beam structures still have many problems in practical engineering applications, especially in terms of accuracy. The theoretical cross-sectional flexural capacity obtained by existing calculation methods has a very large error compared to the measured cross-sectional flexural capacity, posing a significant safety hazard.

[0004] The information disclosed in this background technology section is only intended to enhance understanding of the overall background of the invention and should not be regarded as an admission or any form of suggestion that the information constitutes the prior art already known to a person skilled in the art. Summary of the Invention

[0005] The purpose of the present invention is to provide a high-performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method, which is used to solve the problem of inaccurate calculation of the bending bearing capacity of the normal section of the beam structure in the prior art.

[0006] In a first aspect, to achieve the above-mentioned objectives, a specific embodiment of the present invention provides a method for calculating a high-performance slow-adhesion prestressed ultra-high performance concrete beam structure, comprising the following steps:

[0007] Designing a beam structure based on the design parameters, the beam structure comprising a beam structure body, and high-performance slow-bonding prestressed tendons and ordinary steel bars disposed within the beam structure body and extending in a longitudinal direction of the beam structure body, wherein the beam structure body is made of ultra-high performance concrete;

[0008] Based on the design parameters of the beam structure, the design maximum value σ of the tension zone prestressing stress of the beam structure is calculated. pu ;

[0009] Design maximum value σ based on the retarded bond prestress in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

[0010] In one or more embodiments of the present invention, the design maximum value σ of the tension zone prestressing of the calculated beam structure is pu ,include:

[0011] Calculate the design maximum value σ of the tension zone's delayed bonded prestress when the tension zone's delayed bonded prestressed tendons are in a bonded prestressed state and a non-bonded prestressed state. pu .

[0012] In one or more embodiments of the present invention, when the tension zone slow-bonding prestressed tendons are in a bonded prestressed state, the design maximum value σ of the tension zone slow-bonding prestress is calculated according to the following formula: pu :

[0013] σ pu =f py ;

[0014] Among them, f py It is the design value of tensile strength of retarded bonded prestressed tendons.

[0015] In one or more embodiments of the present invention, when the tension zone slow-bonding prestressed tendons are in an unbonded prestressed state, the design maximum value σ of the tension zone slow-bonding prestress is calculated according to the following formula: pu :

[0016] σ pu =σ pe +Δσ p ≤f py ;

[0017] Among them, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, Δσ p It is the prestress increment of the longitudinal slow-bonded prestressed tendons in the tension zone.

[0018] In one or more embodiments of the present invention, the prestress increment Δσ of the longitudinal slow-bonding prestressed tendons in the tension zone is calculated according to the following formula: p :

[0019]

[0020]

[0021] Among them, A p is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, ξ p is the comprehensive reinforcement characteristic value, ξ p Greater than 0.4, h is the cross-sectional height of the bending member, h pis the distance from the resultant force point of the slow-bonding prestressed tendons to the compression edge of the section, l1 is the total length between the two anchorage ends of the slow-bonding prestressed tendons, l2 is the sum of the load span lengths related to l1 determined by the most unfavorable arrangement diagram of live loads, and f y is the design value of tensile strength of ordinary steel bars in the tension zone, A s is the cross-sectional area of the longitudinal ordinary reinforcement in the tension zone.

[0022] In one or more embodiments of the present invention, the bending bearing capacity M of the beam structure is calculated according to the following formula:

[0023] When σ is satisfied pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b′ f h′ f +f′ y A′ s -(σ' p0 -f′ py )A′ p When the conditions are met, the bending bearing capacity M of the positive section is calculated according to the following formula:

[0024]

[0025] When σ is satisfied pu ≠f py When the conditions are met, the bending bearing capacity M of the positive section is calculated according to the following formula:

[0026]

[0027] Among them, M2 and N2 are the design values of the secondary bending moment and secondary axial force generated by prestressing in the statically indeterminate structure of slow-bonded prestressed concrete. In the statically determinate structure, M2 and N2 are both 0, x is the height of the compression zone, and f y is the design value of tensile strength of ordinary steel bars in the tension zone, f y ' is the design value of tensile strength of ordinary steel bars in the tension zone and compression zone, f py is the design value of tensile strength of retarded prestressed tendons, f′ py is the design value of the compressive strength of the bonded prestressed tendons, k is the reduction factor of the tensile strength of the ultra-high performance concrete in the tension zone, A s is the cross-sectional area of the longitudinal ordinary steel bar in the tension zone, A′ s is the cross-sectional area of the longitudinal ordinary steel bars in the compression zone, A pA is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, p is the cross-sectional area of the longitudinal retarded prestressed tendons in the compression zone, σ' p0 is the stress of the retarded bonded prestressed steel bar when the normal stress of the concrete at the resultant point of the longitudinal prestressed steel bar in the compression zone is equal to zero, b is the width of the rectangular section or the width of the web of the inverted T-shaped section, b f is the width of the flange in the tension zone. For a rectangular cross-section beam structure, b f =0,b' f is the width of the flange in the compression zone. For a rectangular cross-section beam structure, b' f =0, h is the cross-sectional height of the beam structure, h0 is the effective cross-sectional height of the beam structure, h f is the flange height in the tension zone, a s is the distance from the resultant point of the longitudinal ordinary reinforcement in the tension zone to the compression edge of the section, a p is the distance from the resultant point of the longitudinal slow-bonded prestressed tendons in the tension zone to the compression edge of the section, a' s is the distance from the resultant point of the longitudinal ordinary steel bars in the compression zone to the compression edge of the section, a' p is the distance from the resultant force point of the slow-bonding prestressed steel bars in the compression zone to the compression edge of the section, a is the distance from the resultant force point of the longitudinal tensile ordinary steel bars and the tensile slow-bonding prestressed steel bars to the near edge of the section, a′ is the distance from the resultant force point of all longitudinal steel bars in the compression zone to the compression edge of the section. When the compression zone is not equipped with longitudinal slow-bonding prestressed steel bars or the stress of the longitudinal prestressed steel bars in the compression zone (σ′ p0 -f′ py ) is tensile stress, a′=a′ s .

[0028] In one or more embodiments of the present invention, the height x of the compression zone is calculated according to the following formula:

[0029] When σ is satisfied pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b′ f h′ f +f′ y A′ s -(σ' p0 -f′ py )A′ p When the conditions are met, the height x of the compression zone is calculated according to the following formula:

[0030]

[0031] When σ is satisfied pu ≠f py When the conditions are met, the height x of the compression zone is calculated according to the following formula:

[0032]

[0033] In a second aspect, the present invention further provides a high-performance slow-bonding prestressed ultra-high-performance concrete beam structure calculation device, comprising a beam structure design module and a calculation module. The beam structure design module is used to design a beam structure based on design parameters, wherein the beam structure includes a beam structure body, and high-performance slow-bonding prestressed tendons and ordinary steel bars arranged in the beam structure body and extending in the longitudinal direction of the beam structure body. The calculation module is used to calculate the design maximum value σ of the slow-bonding prestress in the tension zone of the beam structure based on the design parameters of the beam structure. pu , and based on the design maximum value σ of the retarded prestress in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

[0034] In a third aspect, the present invention also provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the program, the above-mentioned high-performance slow-adhesion prestressed ultra-high-performance concrete beam structure calculation method is implemented.

[0035] In a fourth aspect, the present invention also provides a computer-readable medium, which carries computer-executable instructions. When the computer-executable instructions are executed by a processor, they are used to implement the above-mentioned high-performance slow-adhesion prestressed ultra-high-performance concrete beam structure calculation method.

[0036] Compared with the prior art, the present invention improves the traditional reinforced concrete beam structure and can accurately calculate the bending bearing capacity of the positive section of the beam structure based on the design parameters of the beam structure.

[0037] The present invention combines ultra-high performance concrete with high-performance slow-bonding prestressing, giving full play to the superior mechanical properties and durability of the two high-performance materials, making the structural design of the beam more slender, light and simple, solving the problems of traditional concrete beams in structural design, durability and construction, and saving the cost of the structure throughout its life cycle, with long-term economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments described in the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0039] Figure 1 Flowchart of a calculation method for a high-performance slow-adhesion prestressed ultra-high performance concrete beam structure according to an embodiment of the present invention;

[0040] Figure 2 This is a structural diagram of a beam structure in one embodiment of the present invention;

[0041] Figure 3 A schematic diagram of a tensile zone and a compressive zone of a beam structure under one condition in one embodiment of the present invention;

[0042] Figure 4 A schematic diagram of a tensile zone and a compressive zone of a beam structure under another condition in one embodiment of the present invention;

[0043] Figure 5 is a scatter plot of the ratios of the calculated values to the test values of each specimen in one embodiment of the present invention;

[0044] Figure 6 It is a scatter plot of the ratio of the calculated value of the Swiss standard to the test value of each specimen;

[0045] Figure 7 It is a scatter plot of the ratio of the calculated value of the American standard to the test value of each specimen;

[0046] Figure 8 It is a scatter plot of the ratio of the calculated value of the Australian standard to the test value of each specimen;

[0047] Figure 9 It is a scatter plot of the ratio of the calculated value of the French standard to the test value of each specimen;

[0048] Figure 10 This is a scatter plot of the ratio of the calculated value of the T / CECS1216-2022 specification to the test value of each specimen;

[0049] Figure 11 Schematic diagram of a high-performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation device according to an embodiment of the present invention;

[0050] Figure 12 FIG. 1 is a schematic structural diagram of an electronic device in an embodiment of the present invention. DETAILED DESCRIPTION

[0051] In order to enable those skilled in the art to better understand the technical solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work should fall within the scope of protection of the present invention.

[0052] Reference Figure 1 FIG. 1 is a flow chart of a method for calculating a high-performance slow-adhesion prestressed ultra-high performance concrete beam structure in one embodiment of the present invention, which specifically includes the following steps:

[0053] S1. Design a beam structure, which includes a beam structure body 1, and high-performance slow-bonding prestressed tendons 4 and ordinary steel bars arranged in the beam structure body 1 and extending along the longitudinal direction (i.e., the length direction) of the beam structure body.

[0054] Specifically, the beam structure body 1 in this step is made of ultra-high performance concrete, and the strength grade of ultra-high performance concrete is C100-C200. Figure 2 As shown, high-performance slow-bonding prestressed tendons 4 and ordinary steel bars are arranged inside the beam structure body along the longitudinal direction thereof. The stress corrosion performance time of the prestressed steel strands of the high-performance slow-bonding prestressed tendons 4 is a minimum of 2 hours and a median of more than 5 hours, and the tensile strength is more than 2160 MPa.

[0055] Optionally, the ordinary steel bars include multiple high-strength steel bars and multiple waist bars 6. The high-strength steel bars are divided into upper and lower layers. The lower layer of high-strength steel bars 2 are arranged at the top and bottom of the high-performance slow-bonding prestressed tendons 4, and are also located on the inner side of the rectangular stirrups 5, connecting the lower edge of the rectangular stirrups 5. The upper layer of high-strength steel bars 3 are arranged on the top of the high-performance slow-bonding prestressed tendons 4, and are also located on the inner side of the rectangular stirrups 5, connecting the upper edge of the rectangular stirrups 5. The multiple waist bars 6 are all located between the upper layer of high-strength steel bars 2 and the high-performance slow-bonding prestressed tendons 4. The multiple waist bars 6 can also be arranged in layers, and the waist bars 6 of each layer are connected by tie bars 7.

[0056] S2. Based on the design parameters of the beam structure, calculate the design maximum value σ of the delayed bonding prestress in the tension zone of the beam structure pu .

[0057] Specifically, in this step, the design maximum value σ of the delayed bonding prestress in the tension zone needs to be calculated when the delayed bonding prestressing tendons in the tension zone are in the bonded prestressed state and the unbonded prestressed state. pu .

[0058] S21. When the prestressed tendons in the tension zone are in a bonded prestressed state, the design maximum value σ of the prestressed tendons in the tension zone is calculated according to the following formula: pu .

[0059] σ pu =f py ;

[0060] Among them, f py It is the design value of tensile strength of retarded bonded prestressed tendons.

[0061] S22. When the prestressed tendons in the tension zone are in the unbonded prestressed state, the design maximum value σ of the prestressed tendons in the tension zone is calculated according to the following formula: pu :

[0062] σ pu =σ pe +Δσ p ≤f py ;

[0063] Among them, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, Δσ p It is the prestress increment of the longitudinal slow-bonded prestressed tendons in the tension zone.

[0064] S23, calculate the prestress increment Δσ of the longitudinal slow-bonding prestressed tendons in the tension zone in step S21 and step S22 p , which can be calculated according to the following formula:

[0065]

[0066] Among them, A p is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, ξ p is the comprehensive reinforcement characteristic value, ξ p Greater than 0.4, h is the cross-sectional height of the bending member, h p is the distance from the resultant force point of the slow-bonding prestressed tendons to the compression edge of the section, l1 is the total length between the two anchorage ends of the slow-bonding prestressed tendons, l2 is the sum of the load span lengths related to l1 determined by the most unfavorable arrangement diagram of live loads, and f y is the design value of tensile strength of ordinary steel bars in the tension zone, A s is the cross-sectional area of the longitudinal ordinary reinforcement in the tension zone.

[0067] S3, based on the design maximum value σ of the prestressing force in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

[0068] Specifically, in this step, it is necessary to calculate the bending bearing capacity M of the normal section of the beam structure according to different conditions.

[0069] S31. When the following conditions are met:

[0070] σ pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b' f h' f +f′ y A′ s -(σ' p0 -f′ py )A' p ;

[0071] The bending bearing capacity M of the normal section is calculated according to the following formula:

[0072]

[0073] S32, when σ is satisfied pu ≠f py When , the bending bearing capacity M of the positive section is calculated according to the following formula:

[0074]

[0075] Among them, reference Figure 3 and Figure 4 , the relevant parameters in step S31 and step S32 are as follows:

[0076] M2 and N2 are the design values of the secondary bending moment and secondary axial force generated by prestressing in the statically indeterminate structure of slow-bonded prestressed concrete. In the statically determinate structure, M2 and N2 are both 0, x is the height of the compression zone, and f y is the design value of tensile strength of ordinary steel bars in the tension zone, f′ y is the design value of tensile strength of ordinary steel bars in tension and compression zones, f py is the design value of tensile strength of retarded prestressed tendons, f′ py is the design value of the compressive strength of the bonded prestressed tendons, k is the reduction factor of the tensile strength of the ultra-high performance concrete in the tension zone, A s is the cross-sectional area of the longitudinal ordinary steel bar in the tension zone, A′ s is the cross-sectional area of the longitudinal ordinary steel bars in the compression zone, A p A is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, pis the cross-sectional area of the longitudinal retarded prestressed tendons in the compression zone, σ' p0 is the stress of the retarded bonded prestressed steel bar when the normal stress of the concrete at the resultant point of the longitudinal prestressed steel bar in the compression zone is equal to zero, b is the width of the rectangular section or the width of the web of the inverted T-shaped section, b f is the width of the flange in the tension zone. For a rectangular cross-section beam structure, b f =0,b' f is the width of the flange in the compression zone. For a rectangular cross-section beam structure, b' f =0, h is the cross-sectional height of the beam structure, h0 is the effective cross-sectional height of the beam structure, h f is the flange height in the tension zone, a s is the distance from the resultant point of the longitudinal ordinary reinforcement in the tension zone to the compression edge of the section, a p is the distance from the resultant point of the longitudinal slow-bonded prestressed tendons in the tension zone to the compression edge of the section, a' s is the distance from the resultant point of the longitudinal ordinary steel bars in the compression zone to the compression edge of the section, a' p is the distance from the resultant force point of the slow-bonding prestressed steel bars in the compression zone to the compression edge of the section, a is the distance from the resultant force point of the longitudinal tensile ordinary steel bars and the tensile slow-bonding prestressed steel bars to the near edge of the section, a′ is the distance from the resultant force point of all longitudinal steel bars in the compression zone to the compression edge of the section. When the compression zone is not equipped with longitudinal slow-bonding prestressed steel bars or the stress of the longitudinal prestressed steel bars in the compression zone (σ′ p0 -f′ py ) is tensile stress, a′=a′ s .

[0077] in, Figure 3 It shows that the height x of the compression zone is less than or equal to the height h' of the flange of the tension zone f situation, Figure 4 It shows that the height x of the compression zone is greater than the height h' of the flange of the tension zone f situation.

[0078] S33, the height x of the compressed area calculated in step S31 and step S32 is calculated according to the following formula.

[0079] S331. When the following conditions are met:

[0080] σ pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b' f h' f +f′y A′ s -(σ' p0 -f′ py )A' p ,

[0081] Calculate the compression zone height x according to the following formula:

[0082]

[0083] S332, when σ is satisfied pu ≠f py When , the height x of the compression zone is calculated according to the following formula:

[0084]

[0085] In order to verify the applicability of the above-mentioned calculation method for high-performance slow-adhesion prestressed ultra-high performance concrete beam structure, the present invention selected multiple documents and multiple specimens. The ratio of the calculation formula of the present invention, the calculation results of Swiss standards, American standards, Australian standards, French standards and T / CECS1216-2022 standards to the test results of each specimen is expressed in Figures 5 to 10 Among them Figures 5 to 10 The calculation results for the present invention, Swiss standards, American standards, Australian standards, French standards, and T / CECS standards are listed in order. The average values and coefficients of variation for the ratios of the calculated results for each standard to the test results for each specimen are shown in Table 1.

[0086] Table 1 - Average value and coefficient of variation of the ratio between the test results and the calculated results of each standard specimen

[0087] The present invention Switzerland USA Australia France T / CECS average value 1.07 0.88 1.18 1.18 1.20 0.91 Coefficient of variation 0.11 0.12 0.18 0.18 0.17 0.11

[0088] It can be seen that the calculation method for high-performance retarded prestressed ultra-high-performance concrete beam structures of the present invention outperforms the calculation methods of various specifications. Although the coefficient of variation of the present invention and the T / CECS specification is the same and the smallest, the average value of the present invention is closest to 1. Furthermore, the ratio of the experimental value to the calculated value of the present invention is greater than 1, which is more on the safe side. Therefore, the stress in the compression zone and the stress in the tension zone can be equivalent to a rectangular stress distribution, and the coefficients can be set according to α1 = 0.88, β1 = 0.69, and k = 0.24.

[0089] Reference Figure 11As shown, based on the same inventive concept as the aforementioned method, an embodiment of the present invention further proposes a high-performance slow-bonding prestressed ultra-high-performance concrete beam structure calculation device 8, which includes a beam structure design module 81 and a calculation module 82. The beam structure design module 81 is used to design a beam structure based on design parameters. The beam structure includes a beam structure body 1, and high-performance slow-bonding prestressed tendons 4 and ordinary steel bars arranged in the beam structure body and extending along the longitudinal direction of the beam structure body. The calculation module 82 is used to calculate the design maximum value σ of the slow-bonding prestress in the tension zone of the beam structure based on the design parameters of the beam structure. pu , and based on the design maximum value σ of the retarded prestress in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

[0090] Reference Figure 12 As shown, an embodiment of the present invention further provides an electronic device 9, which includes at least one processor 91, a memory 92 (e.g., a non-volatile memory), a storage 93, and a communication interface 94. The at least one processor 91, the storage 92, the storage 93, and the communication interface 94 are connected together via an internal bus 95. The at least one processor 91 is used to call at least one program instruction stored or encoded in the storage 92, so that the at least one processor 91 executes various operations and functions of the high-performance retarded prestressed ultra-high performance concrete beam structure calculation method described in various embodiments of this specification.

[0091] In an embodiment of the present invention, the electronic device 9 may include but is not limited to: a personal computer, a server computer, a workstation, a desktop computer, a laptop computer, a notebook computer, a mobile electronic device, a smart phone, a tablet computer, a cellular phone, a personal digital assistant (PDA), a handheld device, a messaging device, a wearable electronic device, a consumer electronic device, and the like.

[0092] An embodiment of the present invention further provides a computer-readable storage medium, which may have instructions (i.e., the above-mentioned elements implemented in the form of software). When the instructions are executed by a machine, the machine executes the above-mentioned combination of various embodiments of this specification. Figures 1 to 4 Specifically, a system or device equipped with a readable storage medium can be provided, on which software program codes for implementing the functions of any of the above-mentioned embodiments are stored, and a computer or processor of the system or device can be enabled to read and execute the instructions stored in the readable storage medium.

[0093] The computer-readable medium in the present invention can be a computer-readable signal medium or a computer-readable storage medium or any combination of the two. The computer-readable storage medium can be, for example, but not limited to, an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, device or component, or any combination of the above. More specific examples of computer-readable storage media can include, but are not limited to: an electrical connection with one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the above. In the present invention, a computer-readable storage medium can be any tangible medium containing or storing a program that can be used by or in combination with an instruction execution system, device or device.

[0094] In the present invention, a computer-readable signal medium may include a data signal propagated in baseband or as part of a carrier wave, which carries computer-readable program code. This propagated data signal may take a variety of forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination thereof. A computer-readable signal medium may also be any computer-readable medium other than a computer-readable storage medium, which may transmit, propagate, or transfer a program for use by or in conjunction with an instruction execution system, apparatus, or device. The program code contained on the computer-readable medium may be transmitted using any suitable medium, including but not limited to wireless, wired, optical cable, RF, etc., or any suitable combination thereof.

[0095] It will be understood by those skilled in the art that embodiments of the present invention may be provided as methods, systems, or computer program products. Thus, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0096] The present invention is described with reference to flowcharts and / or block diagrams of methods, apparatuses, systems, and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowcharts and / or block diagrams, as well as combinations of processes and / or blocks in the flowcharts and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowcharts and / or block diagrams. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0097] The foregoing descriptions of specific exemplary embodiments of the present invention are for purposes of illustration and description. These descriptions are not intended to limit the invention to the precise forms disclosed, and it is apparent that many variations and modifications are possible in light of the foregoing teachings. The exemplary embodiments have been selected and described for the purpose of explaining the specific principles of the invention and their practical application, thereby enabling those skilled in the art to realize and utilize a variety of exemplary embodiments of the invention and various options and modifications. The scope of the invention is intended to be defined by the claims and their equivalents.

[0098] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above and that the invention can be embodied in other specific forms without departing from the spirit or essential characteristics of the invention. Therefore, the embodiments should be considered in all respects as illustrative and non-restrictive, and the scope of the invention is defined by the appended claims, not the foregoing description, and all variations within the meaning and range of equivalents of the claims are intended to be encompassed therein. Any reference sign in a claim should not be construed as limiting the claim to which it relates.

[0099] In addition, it should be understood that although this specification is described in terms of implementation methods, not every implementation method contains only one independent technical solution. This narrative method of the specification is only for the sake of clarity. Those skilled in the art should regard the specification as a whole. The technical solutions in each implementation method can also be appropriately combined to form other implementation methods that can be understood by those skilled in the art.

Claims

1. A calculation method for high-performance slow-adhesion prestressed ultra-high performance concrete beam structure, characterized in that: The following steps are involved: Designing a beam structure based on the design parameters, the beam structure comprising a beam structure body, and high-performance slow-bonding prestressed tendons and ordinary steel bars disposed within the beam structure body and extending in a longitudinal direction of the beam structure body, wherein the beam structure body is made of ultra-high performance concrete; Based on the design parameters of the beam structure, the design maximum value σ of the tension zone prestressing stress of the beam structure is calculated. pu ; Design maximum value σ based on the retarded bond prestress in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

2. The high performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to claim 1 is characterized in that: The design maximum value σ of the delayed bond prestress in the tension zone of the calculated beam structure pu ,include: Calculate the design maximum value σ of the tension zone's delayed bonded prestress when the tension zone's delayed bonded prestressed tendons are in a bonded prestressed state and a non-bonded prestressed state. pu .

3. The high performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to claim 2 is characterized in that: When the prestressed tendons in the tension zone are in a bonded prestressed state, the design maximum value σ of the prestressed tendons in the tension zone is calculated according to the following formula: pu : s pu =f py ; Among them, f py It is the design value of tensile strength of retarded bonded prestressed tendons.

4. The high performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to claim 2 is characterized in that: When the prestressed tendons in the tension zone are in the unbonded prestressed state, the design maximum value σ of the prestressed tendons in the tension zone is calculated according to the following formula: pu : s pu =s pe +Ds p ≤f py ; Among them, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, σ pe is the effective prestress of the longitudinal slow-bonded prestressed tendons in the tension zone, Δσ p It is the prestress increment of the longitudinal slow-bonded prestressed tendons in the tension zone.

5. The high performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to claim 3 is characterized in that: The prestress increment Δσ of the longitudinal slow-bonded prestressed tendons in the tension zone is calculated according to the following formula p : Among them, A p is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, ξ p is the comprehensive reinforcement characteristic value, ξ p Greater than 0.4, h is the cross-sectional height of the bending member, h p is the distance from the resultant force point of the slow-bonding prestressed tendons to the compression edge of the section, l1 is the total length between the two anchorage ends of the slow-bonding prestressed tendons, l2 is the sum of the load span lengths related to l1 determined by the most unfavorable arrangement diagram of live loads, and f y is the design value of tensile strength of ordinary steel bars in the tension zone, A s is the cross-sectional area of the longitudinal ordinary reinforcement in the tension zone.

6. The high performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to claim 1 is characterized in that: The bending bearing capacity M of the normal section of the beam structure is calculated according to the following formula: When σ is satisfied pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b′ f h′ f +f′ y A′ s -(σ′ p0 -f′ py )A′ p When the conditions are met, the bending bearing capacity M of the positive section is calculated according to the following formula: When σ is satisfied pu ≠f py When the conditions are met, the bending bearing capacity M of the positive section is calculated according to the following formula: Among them, M2 and N2 are the design values of the secondary bending moment and secondary axial force generated by prestressing in the statically indeterminate structure of slow-bonded prestressed concrete. In the statically determinate structure, M2 and N2 are both 0, x is the height of the compression zone, and f is the design value of the secondary bending moment and secondary axial force generated by prestressing in the statically indeterminate structure. y is the design value of tensile strength of ordinary steel bars in the tension zone, f y ' is the design value of tensile strength of ordinary steel bars in tension and compression zones, f py is the design value of tensile strength of retarded prestressed tendons, f′ py is the design value of the compressive strength of the prestressed tendons, k is the reduction factor of the tensile strength of the ultra-high performance concrete in the tensile zone, A s A is the cross-sectional area of the longitudinal ordinary steel bar in the tension zone, s ' is the cross-sectional area of the longitudinal ordinary steel bar in the compression zone, A p A is the cross-sectional area of the longitudinal retarded prestressed tendons in the tension zone, p is the cross-sectional area of the longitudinal retarded prestressed tendons in the compression zone, σ′ p0 is the stress of the retarded bonded prestressed steel bar when the normal stress of the concrete at the resultant point of the longitudinal prestressed steel bar in the compression zone is equal to zero, b is the width of the rectangular section or the width of the web of the inverted T-shaped section, b f is the width of the flange in the tension zone. For a rectangular cross-section beam structure, b f =0,b' f is the width of the flange in the compression zone. For a rectangular cross-section beam structure, b' f =0, h is the cross-sectional height of the beam structure, h0 is the effective cross-sectional height of the beam structure, h f is the flange height in the tension zone, a s is the distance from the resultant point of the longitudinal ordinary reinforcement in the tension zone to the compression edge of the section, a p is the distance from the resultant point of the longitudinal slow-bonded prestressed tendons in the tension zone to the compression edge of the section, a' s is the distance from the resultant point of the longitudinal ordinary steel bars in the compression zone to the compression edge of the section, a' p is the distance from the resultant force point of the slow-bonding prestressed steel bars in the compression zone to the compression edge of the section, a is the distance from the resultant force point of the longitudinal tensile ordinary steel bars and the tensile slow-bonding prestressed steel bars to the near edge of the section, a′ is the distance from the resultant force point of all longitudinal steel bars in the compression zone to the compression edge of the section. When the compression zone is not equipped with longitudinal slow-bonding prestressed steel bars or the stress of the longitudinal prestressed steel bars in the compression zone (σ′ p0 -f′ py ) is tensile stress, a′=a s ′.

7. The method for calculating the high performance slow-adhesion prestressed ultra-high performance concrete beam structure according to claim 6 is characterized in that: Calculate the compression zone height x according to the following formula: When σ is satisfied pu A p +f y A s +k·f Ut b(hx / β1)+k·f Ut (b f -b)h f ≤α1f Uc b′ f h′ f +f′ y A′ s -(σ′ p0 -f′ py )A′ p When the conditions are met, the height x of the compression zone is calculated according to the following formula: When σ is satisfied pu ≠f py When the conditions are met, the height x of the compression zone is calculated according to the following formula:

8. A high-performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation device, characterized in that: include: A beam structure design module, for designing a beam structure based on design parameters, wherein the beam structure includes a beam structure body, and high-performance slow-bonding prestressed tendons and ordinary steel bars disposed within the beam structure body and extending in the longitudinal direction of the beam structure body; A calculation module is used to calculate the design maximum value σ of the delayed bonding prestress in the tension zone of the beam structure based on the design parameters of the beam structure. pu , and based on the design maximum value σ of the retarded prestress in the tension zone pu , calculate the bending bearing capacity M of the positive section of the beam structure.

9. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the program, the high-performance slow-adhesion prestressed ultra-high performance concrete beam structure calculation method according to any one of claims 1 to 8 is implemented.

10. A computer-readable medium, characterized in that The computer-readable medium carries computer-executable instructions, which, when executed by a processor, are used to implement the high-performance slow-adhesion prestressed ultra-high-performance concrete beam structure calculation method according to any one of claims 1 to 8.

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