Integral transverse prestress reinforcement design method for assembled hollow slab beam bridge

Abstract

The present application relates to the technical field of bridge reinforcement, and specifically relates to a kind of integral transverse prestress reinforcement design method of assembly type hollow slab beam bridge, comprising the establishment of lateral pressure and pressure relief bending moment distribution model caused by transverse prestress acting on hinge joint section;A transverse prestressed tendon includes several transverse bridge setting prestressed tendons, the maximum lateral pressure and maximum pressure relief bending moment under the action of a transverse prestressed tendon are calculated;Based on the principle of superposition of multiple prestress, the total lateral pressure and total pressure relief bending moment of hinge joint section under the action of multiple transverse prestressed tendons are determined;According to the distribution of hinge joint shear force design value and transverse bending moment design value along the bridge span, the prestressed tendon spacing that meets the requirements of shear resistance and bending resistance is calculated respectively;Take smaller spacing as control value, arrange prestressed tendon.The present application can scientifically guide transverse prestress reinforcement design, effectively improve the shear resistance and bending resistance of hinge joint, enhance the integrity of bridge, and has important engineering application value.

Description

Technical Field

[0001] This invention relates to the field of bridge reinforcement technology, and in particular to an integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges. Background Technology

[0002] Prefabricated hollow slab girder bridges are widely used due to their convenient construction and economic efficiency. However, during long-term use, problems such as hinge cracking and single-slab stress easily occur due to the complex stress on the hinge joints and repeated vehicle loads, seriously affecting the integrity and durability of the bridge. Traditional reinforcement methods mostly focus on longitudinal reinforcement, with limited improvement on transverse integrity. Existing transverse prestressed reinforcement technology lacks systematic design theoretical support, and there is no clear basis for the control of prestressing spacing and tension, resulting in unsatisfactory reinforcement effects, and even the possibility of over-reinforcement or under-reinforcement. Summary of the Invention

[0003] The purpose of this invention is to address the problems in existing prefabricated hollow slab girder bridge transverse prestressed reinforcement technologies, which lack systematic design theory support, and lack clear basis for controlling prestressing spacing and tension, resulting in unsatisfactory reinforcement effects, or even over-reinforcement or under-reinforcement. This invention provides an integrated transverse prestressed reinforcement design method for prefabricated hollow slab girder bridges.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0005] In a first aspect, the present invention provides an integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges, comprising the following steps: Establish a model for the distribution of lateral pressure and decompression bending moment caused by transverse prestressing acting on the hinge section; A transverse prestressing tendon consists of several prestressing tendons arranged transversely along the bridge. The maximum lateral pressure under the action of a transverse prestressing tendon is... and maximum pressure relief bending moment Calculate using the following formulas respectively:

[0006]

[0007] in, For the maximum lateral compressive stress, The effective working height of the prestressing tendon. This is the design value of the tension force for a transverse prestressing tendon. B For the width of the bridge, The effective length affected by lateral force. H The height of the hollow slab beam; Based on the principle of superposition of multiple prestressing tendons, the total lateral pressure and total pressure relief bending moment of the hinge section under the action of multiple transverse prestressing tendons are determined. Based on the design value of hinge shear force and design value of lateral bending moment Calculate the spacing of prestressed tendons that meet the shear and bending resistance requirements along the bridge span. and ; Pick and The smaller spacing is used as the control value for arranging prestressed tendons.

[0008] This invention presents an integrated transverse prestressed reinforcement design method for prefabricated hollow slab girder bridges. It proposes a systematic transverse prestressed design theory and clarifies the methods for determining the spacing and tension of prestressing tendons. Through a combination of finite element analysis and practical application, the rationality of stress distribution and superposition effects is verified. This method achieves a synergistic improvement in the shear and bending resistance of the hinge joints, effectively enhancing the overall integrity and safety of the bridge. It is applicable to hollow slab girder bridges of different spans and widths, demonstrating strong engineering applicability. This provides a scientific basis and practical method for the reinforcement of prefabricated hollow slab girder bridges.

[0009] As a preferred technical solution of the present invention, the integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridge also includes verifying the shear bearing capacity of the hinge joint after reinforcement with prestressed tendons. With pressure relief bending moment .

[0010] As a preferred technical solution of the present invention, the principle of multi-stage prestressing superposition adopts relative spacing. and uniformity coefficient ,in accordance with The relationship curve determines the spacing of multiple transverse prestressing tendons.

[0011] As a preferred technical solution of the present invention, the prestressing tendons are symmetrically arranged at the top and bottom of the hollow slab beam, and the same tension force can be used to avoid eccentricity.

[0012] As a preferred technical solution of the present invention The value is 30cm.

[0013] Secondly, the present invention also provides a prefabricated hollow slab beam bridge, which is reinforced using the integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges as described in any of the above claims.

[0014] In summary, due to the adoption of the above technical solution, the beneficial effects of the present invention are: This invention presents an integrated transverse prestressed reinforcement design method for prefabricated hollow slab girder bridges. It proposes a systematic transverse prestressed design theory and clarifies the methods for determining the spacing and tension of prestressing tendons. Through a combination of finite element analysis and practical application, the rationality of stress distribution and superposition effects is verified. It achieves a synergistic improvement in the shear and bending resistance of the hinge joints, effectively enhancing the overall integrity and safety of the bridge. It is applicable to hollow slab girder bridges of different spans and widths, demonstrating strong engineering applicability. This invention provides a scientific basis and practical method for the reinforcement of prefabricated hollow slab girder bridges. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the transverse prestressing arrangement of the test beam; Figure 2 for Figure 1 Sectional view of AA; Figure 3 This is a diagram showing the lateral pressure distribution at the hinge section under transverse prestressing. Figure 4 This is a schematic diagram of multiple transverse prestressing layers superimposed. Figure 5 for Relationship curve diagram; Figure 6 This is a schematic diagram of the prestressing tendon arrangement; Figure 7 A comparison diagram of the shear resistance of the middle hinge section of the bridge; Figure 8 A comparison diagram of bending moments at the mid-section of the bridge's hinge joint.

[0016] Marked in the image: 1-Hollow slab beam; 2-Anchor plate; 3-Prestressed tendons; 4-Bridge deck pavement layer; 5-Hinge; 6-Hinged joint concrete. Detailed Implementation

[0017] The present invention will be further described in detail below with reference to experimental examples and specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0018] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0019] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0020] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0021] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as 2, 3, 4, 5, 6, 7, 8, or 9, and can even exceed nine.

[0022] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0023] In related technologies, existing transverse prestressed reinforcement techniques for precast hollow slab girder bridges lack systematic design theoretical support, and the spacing and tension control of prestressing are not clearly defined, leading to unsatisfactory reinforcement effects, and even potentially over- or under-reinforcement. Therefore, the technical solution of this application was developed, which is described below in conjunction with... Figures 1 to 8 To elaborate.

[0024] like Figure 1 and Figure 2 As shown, the prefabricated hollow slab beam bridge includes hollow slab beams 1, with both ends of the hollow slab beams 1 set on supports. Several hollow slab beams 1 are spaced apart along the transverse direction of the bridge. A hinge joint 5 is provided between adjacent hollow slab beams 1, and the hinge joint 5 is filled with hinge joint concrete 6 to achieve assembly connection. Several anchor plates 2 are spaced apart along the length of the hollow slab beams 1. The anchor plates 2 are anchored on the hollow slab beams 1 on both sides of the transverse direction of the bridge. The anchor plates 2 on both sides of the transverse direction of the bridge are symmetrically arranged and connected as a group by prestressing tendons 3. The recommended arrangement of the prestressing tendons 3 is that the upper and lower ends of the anchor plates 2 are symmetrically arranged. A bridge deck pavement layer 4 is provided on the hollow slab beams 1.

[0025] The present invention discloses an integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges, comprising the following steps: A model was established to represent the distribution of lateral pressure and decompression bending moment caused by transverse prestressing acting on section 5 of the hinge joint.

[0026] like Figure 6 As shown, a transverse prestressing tendon includes several transversely arranged prestressing tendons 3, such as... Figure 3 As shown, the maximum lateral pressure under the action of a single transverse prestressing tendon (The lateral pressure generated by a transverse prestressing tendon at its axis of action (x=0) is the greatest) and the maximum stress relief moment. Calculate using the following formulas respectively:

[0027]

[0028] in, For the maximum lateral compressive stress, The effective working height of prestressing tendon 3 (usually taken as 30cm). This is the design value of the tension force for a transverse prestressing tendon. B For the width of the bridge, The effective length affected by lateral force. H The height of the hollow slab beam is 1.

[0029] like Figure 4 As shown, based on the principle of multi-stage prestressing superposition, the total lateral pressure and total pressure relief bending moment at section 5 of the hinge joint under the action of multiple transverse prestressing tendons are determined. The principle of multi-stage prestressing superposition adopts relative spacing. and uniformity coefficient ,like Figure 5 As shown, based on The relationship curve determines the spacing of multiple transverse prestressing tendons.

[0030] Among them, parameters are introduced. (Relative spacing) and (Uniformity coefficient) The total lateral pressure and total pressure relief bending moment generated by multiple transverse prestressing tendons at section 5 of the hinge joint are calculated by superposition principle; s The spacing between adjacent prestressing tendons 3 in a transverse prestressing tendon.

[0031] Based on the shear force design value of hinge joint 5 and design value of lateral bending moment Calculate the spacing of prestressed tendons along the bridge span to meet the shear and bending resistance requirements. and .

[0032] Pick and Using a relatively small spacing as the control value, prestressing tendons 3 are arranged, and the shear bearing capacity of the hinge joint 5 after reinforcement with prestressing tendons 3 is verified. With pressure relief bending moment .like Figure 7 and Figure 8 As shown, shear bearing capacity > The requirements are met; pressure relief bending moment. > If the requirements are met, the prestressed tendon spacing or tension can be adjusted and the calculation recalculated.

[0033] This embodiment describes an integrated transverse prestressed reinforcement design method for prefabricated hollow slab girder bridges. It proposes a systematic transverse prestressed design theory and clarifies the methods for determining the spacing and tension of prestressing tendons 3. Through a combination of finite element analysis and practical application, the rationality of stress distribution and superposition effects is verified. It achieves a synergistic improvement in the shear and bending resistance of the hinge joint 5, effectively enhancing the overall integrity and safety of the bridge. It is applicable to hollow slab girder bridges of different spans and widths, demonstrating strong engineering applicability. It provides a scientific basis and practical method for the reinforcement of prefabricated hollow slab girder bridges.

[0034] In some alternative implementations, the prestressing tendons 3 are symmetrically arranged at the top and bottom of the hollow slab beam 1, and the same tension force can be used to avoid eccentricity.

[0035] This embodiment also provides a prefabricated hollow slab girder bridge, which is reinforced using the integrated transverse prestressed reinforcement design method for prefabricated hollow slab girder bridges as described above.

[0036] Example 1 The span of a hollow slab girder bridge L =20 m Bridge width B =10 m The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges described in this invention includes the following steps: Determine the design value of shear force at hinge joint 5 lateral bending moment design value Set a single prestressing tendon with 3 tensions. The following is the design of the arrangement of prestressing tendons 3.

[0037] Known , .calculate and .

[0038] 1) Determine the spacing of prestressing tendons 3 according to the shear force design value of hinge joint 5. .

[0039] Calculated based on the shear force design value of hinge joint 5: ; Calculated from the shear design value: ; have to ,Right now .

[0040] 2) Determine the spacing of prestressing tendons 3 according to the design value of the transverse bending moment of hinge joint 5. .

[0041] The maximum stress-relieving bending moment per meter generated by a single prestressing tendon 3 at the center hinge joint 5 of the bridge width: ; Calculated from the design bending moment: ; have to ,Right now .

[0042] Take the smaller value As a control spacing, prestressed tendons 3 are arranged; Verify shear and flexural bearing capacity: Shear bearing capacity > The requirements are met; Pressure relief bending moment > The requirements are met.

[0043] If the verification does not meet the requirements, the spacing of the prestressing tendons or the tension can be adjusted and the calculation can be repeated.

[0044] Example 2 The span of an old prefabricated concrete hollow slab beam bridge (hinge joint 5 is damaged and needs reinforcement) L =16 m Bridge width B =8 m The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges described in this invention includes the following steps: Original bridge condition and stress design values: It is assumed that the bridge hinge joint 5 will crack and leak.

[0045] Determine the design value of shear force at hinge joint 5 lateral bending moment design value Set a single prestressing tendon with 3 tensions. The following is the design of the arrangement of prestressing tendons 3.

[0046] Known ; .calculate and .

[0047] 1) Determine the spacing of prestressing tendons 3 according to the shear force design value of hinge joint 5. .

[0048] Calculated based on the shear force design value of hinge joint 5: ; Calculated from the shear design value: ; have to ,Right now .

[0049] 2) Determine the spacing of prestressing tendons 3 according to the design value of the transverse bending moment of hinge joint 5. .

[0050] The maximum stress-relieving bending moment per meter generated by a single prestressing tendon 3 at the center hinge joint 5 of the bridge width: ; Calculated from the design bending moment: ; have to ,Right now .

[0051] Take the smaller value As a control spacing, prestressed tendons 3 are arranged; Verify shear and flexural bearing capacity: Shear bearing capacity > The requirements are met; Pressure relief bending moment > The requirements are met.

[0052] If the verification does not meet the requirements, the spacing of the prestressing tendons or the tension can be adjusted and the calculation can be repeated.

[0053] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for integrated transverse prestressed reinforcement of prefabricated hollow slab beam bridges, characterized in that, Includes the following steps: Establish a model for the distribution of lateral pressure and decompression bending moment caused by transverse prestressing acting on the hinge joint (5) section; A transverse prestressing tendon consists of several prestressing tendons arranged transversely (3), and the maximum lateral pressure under the action of a transverse prestressing tendon is... and maximum pressure relief bending moment Calculate using the following formulas respectively: in, For the maximum lateral compressive stress, The effective working height of the prestressing tendon (3) is This is the design value of the tension force for a transverse prestressing tendon. B For the width of the bridge, The effective length affected by lateral force. H (1) Beam height of hollow slab beam; Based on the principle of superposition of multiple prestressing tendons, the total lateral pressure and total pressure relief bending moment of the hinge joint (5) section under the action of multiple transverse prestressing tendons are determined. According to the shear force design value of hinge (5) and design value of lateral bending moment The spacing of prestressing tendons (3) that meet the shear and bending resistance requirements are calculated along the bridge span. and ; Pick and The smaller spacing is used as the control value for arranging prestressed tendons (3).

2. The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges according to claim 1, characterized in that, It also includes verifying the shear bearing capacity of the hinge joint (5) after reinforcement with prestressed tendons (3). With pressure relief bending moment .

3. The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges according to claim 1, characterized in that, The principle of multi-stage prestressing superposition adopts relative spacing and uniformity coefficient ,in accordance with The relationship curve determines the spacing of multiple transverse prestressing tendons.

4. The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges according to claim 1, characterized in that, The prestressing tendons (3) are arranged symmetrically at the top and bottom of the hollow slab beam (1).

5. The integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges according to any one of claims 1-4, characterized in that, The value is 30cm.

6. A prefabricated hollow slab beam bridge, characterized in that, The reinforcement is carried out using the integrated transverse prestressed reinforcement design method for prefabricated hollow slab beam bridges as described in any one of claims 1-5.

Images