A full-process analysis method for the bending capacity of transverse joints of prefabricated integrated pipe gallery

Abstract

The present invention provides a method for analyzing the bending capacity of a prefabricated utility corridor transverse joint throughout the entire process, wherein the method comprises: obtaining basic data; based on the basic data, respectively performing force analysis on the pressure relief stage, the initial opening stage, and the full opening stage of the prefabricated utility corridor transverse joint to obtain force analysis results; based on the force analysis results, determining the situation information of the destruction stage of the prefabricated utility corridor transverse joint; based on the force analysis results, drawing a result curve, and assisting designers in joint design. The present invention avoids testing each type and size of corridor joints to determine joint calculation parameters during the design stage, thus saving valuable time and resources, improving design work efficiency, and generating significant economic benefits, and is suitable for popularization and use.

Description

Technical Field

[0001] The present invention relates to the technical field of application of prefabricated and assembled underground comprehensive pipe corridors, and in particular to a full-process analysis method for the bending capacity of transverse joints of prefabricated comprehensive pipe corridors. Background Art

[0002] As a modern and industrialized urban construction method, prefabricated integrated pipe corridors have significant advantages and broad application prospects in terms of construction efficiency, engineering quality, low environmental impact, cost savings, and promotion of industrial development. The upper and lower block trough-type prefabricated assembled pipe corridors are widely used in multi-cabin large-section integrated pipe corridors due to their advantages in reducing component size and weight. The transverse joint is a key part of the upper and lower block trough-type prefabricated assembled pipe corridors, and its performance directly affects the bearing capacity and deformation capacity of the entire pipe corridor.

[0003] The bending capacity of the transverse joint is affected by many factors, such as the joint structure, assembly method, prestress, joint opening limit, and deformation performance of the water-stop rubber. The Technical Specifications for Urban Integrated Pipeline Corridor Engineering GB50838-2015 believes that the rotational stiffness of the transverse joint needs to be determined through experiments to truly reflect its bending performance. However, in actual engineering design, due to differences in the cross-sectional size of the corridor, soil cover conditions, joint structure, and prestress, the rotational stiffness of the joint also changes. The design of each joint after model testing or full-scale testing is restricted by practical conditions.

[0004] At present, domestic and foreign scholars have carried out certain theoretical research and engineering test work on the stress performance of prefabricated and assembled integrated pipe corridor joints. Chen Zhiqiang et al. took the 2010 Shanghai World Expo Park prefabricated prestressed integrated pipe corridor project as the background, and based on the joint internal force balance and deformation coordination conditions, established a design and calculation method for prefabricated prestressed integrated pipe corridor joints that takes into account the deformation morphology of joint joints, the elongation of prestressed tendons, and the elastic modulus of water-expanded rubber strips. However, the formula is complex and requires joint solution of equations. Wu Jianqiu et al. used stiffness analytical method and finite element numerical simulation to analyze the bending stiffness of pipe corridor joints under different assembly methods. Wang Pengyu et al. established a mechanical model and corresponding theoretical analytical expression for the transverse joints with high-strength bolts arranged on the inside according to the internal force balance and deformation coordination conditions, and proposed a two-stage bending stiffness value method for the transverse joints of the pipe corridor. Chen Haiyong et al. derived the theoretical calculation formula for the nonlinear rotation stiffness of the block-type prefabricated integrated pipe corridor joints connected by bolts under four different stress stages. Tan Lin et al. conducted a numerical analysis of the forces on the transverse joints of the upper and lower block segments of the corridor, established an equivalent model of the transverse joint, obtained the bending stiffness and shear stiffness parameters of the joint, simulated it with spring units, and established a simplified corridor beam-spring model considering the transverse joints. Zhou Jing et al. conducted a bending test study and finite element nonlinear numerical analysis of the socket-type joints of the prefabricated corridor, and concluded that increasing the prestress of the joint can effectively enhance the deformation resistance of the joint and increase the pressure relief bending moment of the joint, but the bending bearing capacity of the joint remains unchanged.

[0005] In summary, the current research results on the bending capacity of prefabricated pipe gallery transverse joints are still in the theoretical research stage, and there is still a lack of efficient methods for the whole process analysis of the bending capacity of prefabricated pipe gallery transverse joints to assist designers in joint design. Summary of the invention

[0006] The purpose of the present invention is to determine the rotational stiffness of the prefabricated pipe gallery joint by calculation means in the design stage of the prefabricated pipe gallery without conducting the pipe gallery joint test, so as to provide a basis for the calculation of the internal force and joint deformation of the pipe gallery. For the transverse joints of the upper and lower segmented groove prefabricated assembled pipe gallery, the whole process of the bending capacity of the transverse joints of the pipe gallery is described through the material mechanics method of force balance and deformation coordination of the transverse joints of the pipe gallery, and a mathematical calculation formula for the full-stage load-internal force-deformation process from joint pressure relief, initial opening, full opening, and destruction is established, so that the bending moment-opening amount curve, bending moment-angle curve, rotational stiffness-opening amount curve, rotational stiffness-angle curve, etc. of the joint can be directly calculated in the design stage, solving the design problem of the transverse joints of the prefabricated pipe gallery.

[0007] An embodiment of the present invention provides a full-process analysis method for the bending capacity of a transverse joint of a prefabricated integrated pipe gallery, comprising:

[0008] Get basic data;

[0009] Based on the basic data, the stress analysis of the transverse joints of the prefabricated integrated pipe gallery in the decompression stage, initial opening stage and full opening stage was carried out to obtain the stress analysis results.

[0010] Based on the results of the stress analysis, determine the situation information of the damage stage of the transverse joints of the prefabricated integrated pipe gallery;

[0011] Based on the stress analysis results, the result curve is drawn to assist designers in joint design.

[0012] Optionally, the basic data includes at least: cross-sectional dimensions of transverse joints of the prefabricated pipe gallery, concrete material parameters, prestressed tendon material parameters, prestressed tendon area, tensioning control stress coefficient, and prestress loss.

[0013] Optionally, based on the basic data, the steps of performing a stress analysis on the pressure relief stage of the transverse joints of the prefabricated integrated pipe gallery include:

[0014] Based on the basic data, the effective compressive stress of the transverse joint of the prefabricated integrated pipe gallery in the decompression stage, the critical bending moment of the full section under compression and the corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint are calculated by the following formula:

[0015]

[0016] σc1=2σce

[0017]

[0018] In the formula, σ ce : Effective compressive stress of the joint concrete under uniform compression; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; σ c1 :With M k1 The corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint; M k1 : Critical bending moment of the entire section under compression.

[0019] Optionally, based on the basic data, the steps of performing a stress analysis on the initial opening stage of the transverse joint of the prefabricated integrated pipe gallery include:

[0020] Based on the basic data, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotation stiffness of the prefabricated integrated pipe gallery transverse joint in the initial opening stage are calculated by the following formula:

[0021]

[0022] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0023] Optionally, based on the basic data, the steps of performing a stress analysis on the fully opened stage of the transverse joint of the prefabricated integrated pipe gallery include:

[0024] Based on the basic data, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotation stiffness of the prefabricated integrated pipe gallery transverse joint in the fully opened stage are calculated by the following formula:

[0025]

[0026] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; Ec : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0027] Optionally, based on the stress analysis results, the step of determining the situation information of the damage stage of the transverse joint of the prefabricated integrated pipe gallery includes:

[0028] When the compressive stress of the concrete at the compressed edge of the joint in the force analysis results exceeds the design value of the concrete compressive strength or the stress of the prestressed tendons in the force analysis results exceeds the design value of their strength, the transverse joint of the prefabricated integrated pipeline corridor is judged to be damaged, and the corresponding bending moment is taken as the damage bending moment value.

[0029] Optionally, the result curve includes at least: a bending moment-opening amount curve, a bending moment-rotation angle curve, a rotational stiffness-opening amount curve, and a rotational stiffness-rotation angle curve.

[0030] Optionally, the steps of assisting the designer in joint design include:

[0031] Output the force analysis results and result curves to designers.

[0032] The present invention has achieved the following beneficial effects:

[0033] For the transverse joints of the pipe gallery of different sizes and prestressing sizes, this calculation method can be used to calculate the bending moment-opening amount curve, bending moment-rotation angle curve, rotational stiffness-opening amount curve, and rotational stiffness-rotation angle curve of the joints in the design stage, which fully reflects the whole process of load-internal force-deformation of the transverse joints of the prefabricated pipe gallery under the external bending moment load, and provides a basis for the calculation of the internal force and joint deformation of the pipe gallery. It avoids testing each type and size of pipe gallery joints in the design stage to determine the joint calculation parameters, saves valuable time and resources, improves the design work efficiency, and produces significant economic benefits, which is suitable for promotion and use.

[0034] Other features and advantages of the present invention will be described in the following description, and partly become apparent from the description, or understood by practicing the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings.

[0035] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] The accompanying drawings are used to provide a further understanding of the present invention and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention and do not constitute a limitation of the present invention. In the accompanying drawings:

[0037] Figure 1It is a schematic diagram of the process of the present invention;

[0038] Figure 2 It is a three-dimensional schematic diagram of the transverse joint of the prefabricated integrated pipe gallery of the present invention;

[0039] Figure 3 It is a schematic diagram of the bending moment-opening curve of the transverse joint of the prefabricated integrated pipe gallery;

[0040] Figure 4 It is a schematic diagram of the bending moment-rotation curve of the transverse joint of the prefabricated integrated pipe gallery;

[0041] Figure 5 It is a schematic diagram of the rotational stiffness-opening curve of the transverse joint of the prefabricated integrated pipe gallery;

[0042] Figure 6 It is a schematic diagram of the rotational stiffness-angle curve of the transverse joint of the prefabricated integrated pipeline corridor. DETAILED DESCRIPTION

[0043] The preferred embodiments of the present invention are described below in conjunction with the accompanying drawings. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present invention, and are not used to limit the present invention.

[0044] The embodiment of the present invention provides a method for analyzing the bending capacity of the transverse joints of a prefabricated integrated pipe gallery. Figure 1 As shown, including:

[0045] Get basic data;

[0046] Based on the basic data, the stress analysis of the transverse joints of the prefabricated integrated pipe gallery in the decompression stage, initial opening stage and full opening stage was carried out to obtain the stress analysis results.

[0047] Based on the results of the stress analysis, determine the situation information of the damage stage of the transverse joints of the prefabricated integrated pipe gallery;

[0048] Based on the stress analysis results, the result curve is drawn to assist designers in joint design.

[0049] The basic data shall at least include: cross-sectional dimensions of transverse joints of prefabricated pipe gallery, concrete material parameters, prestressed tendon material parameters, prestressed tendon area, tensioning control stress coefficient, and prestress loss.

[0050] Based on the basic data, the steps for stress analysis of the transverse joints of the prefabricated integrated pipe gallery during the decompression stage include:

[0051] Based on the basic data, the effective compressive stress of the transverse joint of the prefabricated integrated pipe gallery in the decompression stage, the critical bending moment of the full section under compression and the corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint are calculated by the following formula:

[0052]

[0053] σ c1 =2σ ce

[0054]

[0055] In the formula, σ ce : Effective compressive stress of the joint concrete under uniform compression; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; σ c1 :With M k1 The corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint; M k1 : Critical bending moment of the entire section under compression.

[0056] Based on the basic data, the steps for the stress analysis of the initial opening stage of the transverse joints of the prefabricated integrated pipe gallery include:

[0057] Based on the basic data, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotation stiffness of the prefabricated integrated pipe gallery transverse joint in the initial opening stage are calculated by the following formula:

[0058]

[0059] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0060] Based on the basic data, the steps for stress analysis of the fully opened stage of the transverse joints of the prefabricated integrated pipe gallery include:

[0061] Based on the basic data, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotation stiffness of the prefabricated integrated pipe gallery transverse joint in the fully opened stage are calculated by the following formula:

[0062]

[0063] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0064] Based on the results of the stress analysis, the steps for determining the situation information of the damage stage of the transverse joint of the prefabricated utility corridor include:

[0065] When the compressive stress of the concrete at the compressed edge of the joint in the force analysis results exceeds the design value of the concrete compressive strength or the stress of the prestressed tendons in the force analysis results exceeds the design value of their strength, the transverse joint of the prefabricated integrated pipeline corridor is judged to be damaged, and the corresponding bending moment is taken as the damage bending moment value.

[0066] The result curves include at least: bending moment-opening amount curve, bending moment-rotation angle curve, rotational stiffness-opening amount curve, and rotational stiffness-rotation angle curve.

[0067] The steps to assist designers in joint design include:

[0068] Output the force analysis results and result curves to designers.

[0069] Embodiment 1

[0070] See also Figure 1 A calculation method for the full process analysis of the bending capacity of the transverse joint of a prefabricated integrated pipe gallery comprises the following steps:

[0071] Step A, taking basic data and parameters, wherein the basic data and parameters include: cross-sectional dimensions of transverse joints of prefabricated pipe gallery, concrete material parameters, prestressed tendon material parameters, prestressed tendon area, tensioning control stress coefficient, prestress loss, etc.;

[0072] Step B, force calculation of the prefabricated pipe gallery transverse joints during the decompression stage. This stage is characterized in that as the external bending moment load on the joint gradually increases from 0, the joint changes from a full-section compression state under uniform compression to a full-section compression state under eccentric compression, and no zero stress area appears in the joint. Substitute the parameters determined in step A into the mathematical formula for joint force calculation during the decompression stage to calculate the effective compressive stress (also called effective interface stress) of the joint concrete under uniform compression, the critical bending moment of the full-section compression state, and its corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint. The joint opening angle is zero at this stage.

[0073] Step C, force calculation of the initial opening stage of the transverse joint of the prefabricated pipe gallery. This stage is characterized by the fact that as the external bending moment continues to increase, a zero stress zone appears in the joint and an opening is generated, but the length of the zero stress zone does not cross the position of the prestressed tendons. According to the mathematical formula of this step, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness are calculated at this stage.

[0074] Step D, force calculation of the fully opened stage of the transverse joint of the prefabricated pipe gallery. This stage is characterized by the fact that as the external bending moment continues to increase, the length of the zero stress zone of the joint crosses the position of the prestressed tendons. According to the mathematical formula of this step, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness are calculated at this stage.

[0075] Step E, judgment of the damage stage of the transverse joint of the prefabricated pipe gallery. This stage is characterized in that, as the external bending moment continues to increase, the concrete compressive stress at the compressed edge of the joint calculated according to step C or step D exceeds the design value of the concrete compressive strength or the stress of the prestressed tendon exceeds its strength design value. At this time, the joint is judged to be damaged, and the corresponding bending moment is the damage bending moment value.

[0076] Step F, complete the calculation of the above steps through a computer program, and simultaneously draw the result curves: bending moment-opening amount curve, bending moment-rotation angle curve, rotational stiffness-opening amount curve, rotational stiffness-rotation angle curve, etc.

[0077] In the embodiment of the present invention, in the step B, the effective compressive stress of the joint concrete when uniformly compressed, the critical bending moment of the full cross-section under compression and the corresponding maximum compressive stress of the concrete edge of the joint compression zone can be calculated according to the formula:

[0078]

[0079] σ c1 =2σ ce

[0080]

[0081] In the formula, σ ce : Effective compressive stress of the joint concrete under uniform compression; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; σ c1 :With M k1 The corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint;

[0082] M k1 : Critical bending moment of the entire section under compression.

[0083] In the embodiment of the present invention, in the step C, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness can be calculated according to the formula:

[0084]

[0085] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; KRy : Joint rotational stiffness.

[0086] In the embodiment of the present invention, in the step D, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness can be calculated according to the formula:

[0087]

[0088]

[0089] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0090] Embodiment 2

[0091] Please participate Figures 3 to 6 A calculation method for the full process analysis of the bending capacity of the transverse joint of a prefabricated integrated pipe gallery comprises the following steps:

[0092] Step A, taking basic data and parameters, the basic data and parameters include: cross-sectional dimensions of transverse joints of prefabricated pipe gallery, concrete material parameters, prestressed tendon material parameters, prestressed tendon area, tensioning control stress, and prestress loss.

[0093] Among them, this embodiment is a prefabricated assembled pipe gallery with upper and lower segmented grooves and prestressed steel bars arranged in the center, with a total calculated height H0=4.2m, a transverse joint section height h=400mm, a single member longitudinal length b=2.4m, C40 concrete, 4 φ22PC steel bars for prestressed steel bars, a standard value of the ultimate strength of prestressed steel bars of 1230MPa, a design value of the strength of prestressed steel bars of 1080MPa, a tension control stress coefficient of 0.70, a prestress loss of 80MPa, and a standard value of the axial force on the joint of N k0 =280.8kN, initial effective stress of prestressed tendons σ pe =0.70×1230-80=781MPa.

[0094] Step B, force calculation of the prefabricated pipe gallery transverse joint during the decompression stage. According to the following formula, the effective compressive stress of the joint concrete under uniform compression, the critical bending moment of the full section under compression, and the corresponding maximum compressive stress of the concrete edge of the joint compression zone are obtained.

[0095]

[0096] σ c1 =2σ ce =3.059MPa

[0097]

[0098] In the formula, σ ce : Effective compressive stress of the joint concrete under uniform compression; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; σ c1 :With M k1 The corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint; M k1 : Critical bending moment of the entire section under compression.

[0099] Step C, force calculation of the initial opening stage of the transverse joint of the prefabricated pipe gallery. Based on the calculation parameters and results of steps A to B, the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness in the initial opening stage are further calculated according to the following formula:

[0100]

[0101]

[0102] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; Nk0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, in the second embodiment, η is taken as 0.5; H0: Total calculated height of the upper and lower pipe gallery; E c : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0103] In this embodiment 2, the results of the load-internal force-deformation analysis of the initial opening stage of the joint in Table 1 (partial results) are shown in the following table:

[0104]

[0105] Step D, force calculation of the prefabricated pipe gallery transverse joint in the fully opened stage. Based on the calculation parameters and results of steps A to C, further calculate the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotational stiffness in the fully opened stage, which can be calculated according to the following formula:

[0106]

[0107] In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; α E : The ratio of the elastic modulus of the prestressed tendons to the elastic modulus of the concrete; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; y: joint zero stress zone length; σ p : effective total stress of prestressed tendons; σ ce : effective compressive stress of the joint concrete under uniform compression; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, in the second embodiment, η is taken as 0.5; H0: Total calculated height of the upper and lower pipe gallery; Ec : elastic modulus of concrete; K Ry : Joint rotational stiffness.

[0108] In this embodiment 2, the load-internal force-deformation analysis results (partial results) of the whole process of the joint in the fully opened stage in Table 2 are shown in the following table:

[0109]

[0110] Step E: Determine the damage stage of the transverse joint of the prefabricated pipe gallery. Step D of the second embodiment: When the length of the zero stress zone of the joint y = 330 mm, the maximum compressive stress σ at the edge of the concrete in the compression zone c =19.69MPa>f c =19.1MPa, effective total stress of prestressed tendons σ p =825.7MPa<f py =1080MPa. Although the effective total stress of the prestressed tendons does not exceed the strength design value, the maximum compressive stress at the edge of the concrete has exceeded the strength design value. The joint is judged to be damaged, corresponding to the previous level of damage moment value M. k =277.3kN·m.

[0111] Step F, the computer program completes the calculation of the above steps and simultaneously draws the result curves: bending moment-opening amount curve, bending moment-rotation angle curve, rotational stiffness-opening amount curve, rotational stiffness-rotation angle curve, such as Figure 3 to Figure 6 .

[0112] It can be clearly seen from the calculation results table and curve that as the external bending moment on the transverse joint of the prefabricated pipe corridor increases, the joint opening and rotation angle gradually increase, and the joint rotation stiffness gradually decreases. The change law reflected by the curve is in line with the actual project. Furthermore, as the bending bearing capacity of the joint reaches yield and failure, the joint rotation stiffness basically remains at a low value level. Furthermore, according to the "Technical Specifications for Urban Integrated Pipe Corridor Engineering" GB 50838-2015, the joint opening limit is 2mm. From the result curve, it can be directly found that the corresponding bending moment value at this time is 250kN·m, and the corresponding joint rotation stiffness is It can be seen that the method of the present invention effectively solves the problems of internal force calculation and joint deformation calculation of the pipeline corridor, and the effect is very significant.

[0113] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

Claims

1. A full-process analysis method for the bending capacity of transverse joints of prefabricated integrated pipe gallery, characterized in that: include: Get basic data; Based on the basic data, the stress analysis of the transverse joints of the prefabricated integrated pipe gallery in the decompression stage, initial opening stage and full opening stage was carried out to obtain the stress analysis results. Based on the results of the stress analysis, determine the situation information of the damage stage of the transverse joints of the prefabricated integrated pipe gallery; Based on the force analysis results, draw the result curve and assist the designers in joint design; Based on the basic data, the steps for stress analysis of the transverse joints of the prefabricated integrated pipe gallery during the decompression stage include: Based on the basic data, the effective compressive stress of the transverse joint of the prefabricated integrated pipe gallery in the decompression stage, the critical bending moment of the full section under compression and the corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint are calculated by the following formula: σ=2σ c1 ce In the formula, σ ce : Effective compressive stress of the joint concrete under uniform compression; N k0 : standard value of axial force on the joint; σ pe : initial effective stress of prestressed tendons; A p : prestressed tendon area; b: joint longitudinal length; h: joint section height; σ c1 :With M k1 The corresponding maximum compressive stress at the edge of the concrete in the compression zone of the joint; M k1 : Critical bending moment of the whole section under compression; Based on the basic data, the steps for stress analysis of the initial opening stage and the fully opening stage of the transverse joints of the prefabricated integrated pipe gallery include: Based on the basic data, calculate the stress distribution of the joint concrete, the effective total stress of the prestressed tendons, the external bending moment, the joint opening, the joint angle, and the joint rotation stiffness of the transverse joint of the prefabricated integrated pipe gallery in the initial opening stage and the full opening stage; The calculation formula for the initial opening stage is as follows: In the formula, σ c : Maximum compressive stress at the edge of concrete in the compression zone of the joint at this stage; α E : ratio of elastic modulus of prestressed tendons to that of concrete; y: length of zero stress zone of joint; σ p : effective total stress of prestressed tendons; M k : External bending moment; Δ y : The opening of the outer edge of the joint; θ y : Joint rotation angle; η: Height coefficient of concrete compression deformation in the compression zone, ranging from 0 to 1.0; H0: Total calculated height of the upper and lower pipe corridors; E c : elastic modulus of concrete; K Ry : joint rotation stiffness; The calculation formula for the fully opened stage is the same as that for the initial opening stage, where: 。 2. The whole process analysis method of the bending capacity of the transverse joints of the prefabricated integrated pipe gallery according to claim 1 is characterized in that: The basic data shall at least include: cross-sectional dimensions of transverse joints of prefabricated pipe gallery, concrete material parameters, prestressed tendon material parameters, prestressed tendon area, tensioning control stress coefficient, and prestress loss.

3. The whole process analysis method of the bending capacity of the transverse joints of the prefabricated integrated pipe gallery according to claim 1 is characterized in that: Based on the results of the stress analysis, the steps for determining the situation information of the damage stage of the transverse joint of the prefabricated utility corridor include: When the compressive stress of the concrete at the compressed edge of the joint in the force analysis results exceeds the design value of the concrete compressive strength or the stress of the prestressed tendons in the force analysis results exceeds the design value of their strength, the transverse joint of the prefabricated integrated pipeline corridor is judged to be damaged, and the corresponding bending moment is taken as the damage bending moment value.

4. The whole process analysis method of the bending capacity of the transverse joints of the prefabricated integrated pipe gallery according to claim 1 is characterized in that: The result curves include at least: bending moment-opening amount curve, bending moment-rotation angle curve, rotational stiffness-opening amount curve, and rotational stiffness-rotation angle curve.

5. The whole process analysis method of the bending capacity of the transverse joints of the prefabricated integrated pipe gallery according to claim 1 is characterized in that: The steps to assist designers in joint design include: Output the force analysis results and result curves to designers.

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