Supporting point jacking method suitable for special-shaped multi-girder steel-concrete composite beam

Abstract

The invention provides a fulcrum jacking method suitable for a special-shaped multi-girder steel-concrete composite beam, which comprises the following steps: constructing a full-bridge model, and carrying out multiple times of jacking height simulation of different numerical values on the special-shaped multi-girder steel-concrete composite beam at a beam column position at a middle fulcrum through a plurality of jacking devices to obtain a stress result of a first bridge deck at the middle fulcrum; determining a first height range according to a design target and the first bridge deck stress result, and calculating the jacking height of each fulcrum through a linear interpolation method based on the positions of the plurality of jacking devices, the first bridge deck stress result and the first height range; linear jacking height finite element simulation is carried out according to the jacking height of each fulcrum, and a second bridge deck stress result is obtained; and if the stress result of the second bridge deck slab meets the design target, construction is carried out based on the jacking height of each fulcrum corresponding to the stress result of the second bridge deck slab. According to the method, the jacking height is determined through accurate simulation and calculation, stress distribution of the beam body in the construction process can be uniform, structural damage caused by too large local stress is avoided, and therefore the structural safety of the special-shaped multi-girder steel-concrete composite beam in the jacking operation process is improved.

Description

Technical Field

[0001] The invention relates to the technical field of bridge construction, and in particular to a support point jacking method suitable for special-shaped multi-main-beam steel-concrete composite beams. Background Art

[0002] With the continuous development of transportation infrastructure construction, bridge engineering plays a vital role in transportation. Among the many types of bridges, special-shaped multi-girder steel-concrete composite beams have received more and more attention due to their unique structural performance and applicable scenarios.

[0003] Special-shaped multi-girder steel-concrete composite beams are usually composed of multiple beams and columns and special-shaped multi-girder steel-concrete composite beams. This structural form has good adaptability under complex terrain and stress conditions. However, it faces some technical challenges during its construction and maintenance.

[0004] In bridge construction, the jacking operation of the beam body is a key technology. Reasonable jacking height and method are crucial to ensure that the stress of the bridge deck meets the design requirements. For complex structures such as special-shaped multi-girder steel-concrete composite beams, the stress conditions of the support points of each main beam affect each other. The use of conventional jacking methods may lead to uneven stress distribution of the bridge deck and fail to meet the design goals. For example, in some projects, due to the failure to take into account the synergistic effect of the support points of each main beam, the local stress of the bridge deck was too large or too small after jacking, which affected the safety and service life of the bridge.

[0005] In the design of urban viaducts, in order to cope with the increasing traffic volume, ultra-wide special-shaped variable-width beams are often used. The special-shaped single-box multi-chamber steel-concrete composite beam structure can better adapt to the geometric shape of the bridge due to its variable linear shape and higher bending and torsional stiffness, and is especially suitable for special designs such as fan-shaped structures and straight-bend inclined beams. However, when strengthening the bridge deck in the negative bending moment area, the traditional support jacking technology may cause uneven compression of the concrete bridge deck due to the difference in the geometry of the steel beam, which may cause cracking or insufficient prestress reserve. Summary of the invention

[0006] The purpose of the present invention is to overcome the above-mentioned technical deficiencies and provide a support point lifting method suitable for special-shaped multi-main-beam steel-concrete composite beams, so as to solve the technical problem that the traditional support point lifting technology in the prior art may cause uneven compression of the concrete bridge deck due to the difference in the geometric shape of the steel beam when reinforcing the bridge deck in the negative bending moment area, thereby causing cracking or insufficient prestress reserve.

[0007] In order to achieve the above technical objectives, in a first aspect, the technical solution of the present invention provides a fulcrum jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams, comprising the steps of:

[0008] Constructing a full-bridge model, the full-bridge model comprising: a plurality of beams and columns and a special-shaped multi-main-beam steel-concrete composite beam, wherein both ends of the special-shaped multi-main-beam steel-concrete composite beam are fixedly mounted on the beams;

[0009] At the beam-column position at the middle support, multiple jacking devices are used to simulate the jacking heights of the special-shaped multi-main beam steel-concrete composite beam for multiple times with different values, each jacking device corresponds to a support point of the main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support point;

[0010] Determine a first height range according to a design objective and the first bridge deck stress result, and calculate the jacking height of each support point by a linear interpolation method based on the positions of the plurality of jacking devices, the first bridge deck stress result and the first height range;

[0011] According to the lifting height of each support point, a linear lifting height finite element simulation was performed to obtain the stress results of the second bridge deck;

[0012] If the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck.

[0013] Compared with the prior art, the beneficial effects of the present invention include:

[0014] The support jacking method applicable to the special-shaped multi-main beam steel-concrete composite beam of the present invention can accurately analyze the stress condition of the special-shaped multi-main beam steel-concrete composite beam during the jacking process by constructing a full bridge model and performing multiple jacking height simulations. This accurate simulation can take into account the mutual influence of each main beam support and the connection relationship between the beam body and the beam column, so as to avoid the potential safety hazards caused by inaccurate structural force analysis. According to the design target and the bridge deck stress results obtained by simulation, the jacking height of each support is calculated by linear interpolation. Reasonable jacking height can ensure uniform stress distribution of the beam body during construction, avoid structural damage caused by excessive local stress, and thus improve the structural safety of the special-shaped multi-main beam steel-concrete composite beam during the jacking operation. Since the jacking height is reasonable and the stress distribution of the beam body is uniform, material waste caused by structural damage or unreasonable jacking is avoided. For example, no additional reinforcement materials are required due to excessive local stress, and no material waste is caused by re-construction due to unreasonable jacking height. The present application determines the jacking height by accurate simulation and calculation, reduces the repeated adjustment of the jacking height during construction, and improves the construction efficiency.

[0015] According to some embodiments of the present invention, construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck, comprising the steps of:

[0016] Hoisting and installing the special-shaped multi-main-beam steel-concrete composite beam on the beam column;

[0017] A jacking device is provided at the middle support point in the negative bending moment zone, and the special-shaped multi-main-beam steel-concrete composite beam is jacked up to the jacking height of each support point corresponding to the stress result of the second bridge deck by the jacking device;

[0018] pouring concrete in the positive moment zone;

[0019] When the concrete in the positive moment area reaches the designed strength, pour the concrete in the negative moment area;

[0020] After the concrete in the negative bending moment zone reaches the design strength, start the jacking device to make the special-shaped multi-main-beam steel-concrete composite beam fall smoothly back to the design elevation.

[0021] According to some embodiments of the present invention, after performing a linear jacking height finite element simulation according to the jacking heights of each support point to obtain the stress result of the second bridge deck, the steps include:

[0022] If the stress result of the second bridge deck fails to reach the design target, adjusting the first height range based on the stress result of the second bridge deck;

[0023] Calculating the jacking height of each support point by linear interpolation method based on the positions of the plurality of jacking devices, the first bridge deck stress result and the adjusted first height range;

[0024] A linear jacking height finite element simulation is performed according to the jacking height of each support point to obtain the stress result of the second bridge deck until the stress result of the second bridge deck meets the design target.

[0025] According to some embodiments of the present invention, adjusting the first height range includes at least any one of the following:

[0026] Adjust the height start point, adjust the height end point, or adjust the linear height difference.

[0027] According to some embodiments of the present invention, the special-shaped multi-main-beam steel-concrete composite beam includes: an oblique multi-main-beam steel-concrete composite continuous beam and a curved multi-main-beam steel-concrete composite continuous beam.

[0028] According to some embodiments of the present invention, multiple jacking height simulations of different values ​​are performed on the special-shaped multi-main-beam steel-concrete composite beam at the beam-column position at the middle support point by using multiple jacking devices, including the steps of:

[0029] At the beam-column position at the middle support point, multiple jacking devices are used to simulate the jacking heights of 20 cm, 30 cm, 40 cm and 50 cm for the special-shaped multi-main-beam steel-concrete composite beam.

[0030] According to some embodiments of the present invention, judging whether the stress result of the second bridge deck meets the design target comprises the steps of:

[0031] Obtaining the pre-compression stress value of each main beam in the second bridge deck stress result, and comparing the pre-compression stress value of each main beam with the design target;

[0032] If the error rate between the pre-compression stress value of all main beams and the design target is less than a preset threshold, the second bridge deck stress result meets the design target.

[0033] According to some embodiments of the present invention, based on the positions of the plurality of jacking devices, the first bridge deck stress result and the first height range, the jacking height of each support is calculated by linear interpolation method, comprising the steps of:

[0034] Taking the center of the outer support of the first main beam as the coordinate origin, the transverse bridge direction as the x-axis, the beam height as the y-axis, the distance between the jacking device and the origin as the value of the x-axis, the jacking height of each support is calculated by linear interpolation method according to the first height range.

[0035] In a second aspect, the technical solution of the present invention provides 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 computer program, it implements a fulcrum jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams as described in any one of the first aspects.

[0036] In a third aspect, the technical solution of the present invention provides a computer-readable storage medium, which stores computer-executable instructions, and the computer-executable instructions are used to enable a computer to execute a fulcrum jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams as described in any one of the first aspects.

[0037] Additional aspects and advantages of the present invention will be given in part in the following description and in part will be obvious from the following description, or will be learned through practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] The above and / or additional aspects and advantages of the present invention will become apparent and easily understood from the description of the embodiments in conjunction with the following drawings, wherein the abstract drawings are identical to one of the drawings in the specification:

[0039] Figure 1 A flow chart of a support point jacking method applicable to a special-shaped multi-main-beam steel-concrete composite beam provided in one embodiment of the present invention;

[0040] Figure 2 A flow chart of a support point jacking method applicable to a special-shaped multi-main-beam steel-concrete composite beam provided in one embodiment of the present invention;

[0041] Figure 3 A schematic diagram of a special-shaped bridge structure provided by an embodiment of the present invention;

[0042] Figure 4 A finite element model diagram of a special-shaped bridge provided by an embodiment of the present invention;

[0043] Figure 5 A plan view of a special-shaped bridge provided by one embodiment of the present invention;

[0044] Figure 6 A schematic diagram of linear lifting of a special-shaped bridge provided by an embodiment of the present invention;

[0045] Figure 7 A flow chart of construction of a special-shaped bridge provided by one embodiment of the present invention;

[0046] Figure 8 A standard cross section of a special-shaped bridge provided by one embodiment of the present invention. DETAILED DESCRIPTION

[0047] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0048] It should be noted that, although the functional modules are divided in the system schematic diagram and the logical order is shown in the flowchart, in some cases, the steps shown or described may be performed in a different order than the module division in the system or the order in the flowchart. The terms "first", "second", etc. in the specification, claims and the above drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence.

[0049] Reference Figure 1 , Figure 1 A flowchart of a support jacking method applicable to a special-shaped multi-main-girder steel-concrete composite beam provided for one embodiment of the present invention; the support jacking method applicable to a special-shaped multi-main-girder steel-concrete composite beam includes but is not limited to steps S110 to S150:

[0050] Step S110, constructing a full-bridge model, the full-bridge model comprising: a plurality of beams and columns and a special-shaped multi-main-beam steel-concrete composite beam, wherein both ends of the special-shaped multi-main-beam steel-concrete composite beam are fixedly mounted on the beams and columns;

[0051] Step S120, performing multiple jacking height simulations of different values ​​on the special-shaped multi-main-girder steel-concrete composite beam at the beam-column position at the middle support point by using multiple jacking devices to obtain the stress result of the first bridge deck at the middle support point;

[0052] Step S130, determining a first height range according to a design target and a stress result of the first bridge deck, and calculating a jacking height of each support point by a linear interpolation method based on positions of a plurality of jacking devices, the stress result of the first bridge deck and the first height range;

[0053] Step S140, performing a linear lifting height finite element simulation according to the lifting height of each support point to obtain a stress result of the second bridge deck;

[0054] Step S150: If the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck.

[0055] In one embodiment, a support jacking method applicable to a special-shaped multi-girder steel-concrete composite beam includes the following steps: constructing a full-bridge model, the full-bridge model including: multiple beams and columns and a special-shaped multi-girder steel-concrete composite beam, wherein both ends of the special-shaped multi-girder steel-concrete composite beam are fixedly mounted on the beams and columns; performing multiple jacking height simulations of different values ​​on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support by using multiple jacking devices, each jacking device corresponds to a support of a main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support; determining a first height range according to the design target and the stress result of the first bridge deck, and calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the first height range; performing a linear jacking height finite element simulation according to the jacking height of each support to obtain the stress result of the second bridge deck; if the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support corresponding to the stress result of the second bridge deck.

[0056] By constructing a full-bridge model, the actual bridge structure can be restored more realistically and comprehensively, including key elements such as multiple beams and columns and special-shaped multi-main beam steel-concrete composite beams. On this basis, by simulating the jacking height with different values ​​at the middle support, the changes in the bridge deck stress during the jacking operation can be understood in advance, just like conducting multiple rounds of "virtual construction" in advance, providing reliable data support for the subsequent formulation of a scientific and reasonable construction plan. The first height range is determined based on the design goals and the first bridge deck stress results obtained by simulation. This step can accurately control the reasonable range of the jacking height, avoid blind construction that causes the jacking height to be too high or too low, such as damage to the bridge deck due to excessive stress or failure to achieve the expected structural adjustment effect, and help achieve refined construction.

[0057] The linear interpolation method is used to calculate the jacking height of each support based on the position of the jacking device, the existing stress results and the determined height range. The jacking height of each support is scientifically calculated, and the relationship between different main beam supports and the impact on the overall bridge deck stress are fully considered. The jacking operation plan during the construction process is further optimized to ensure that the synergistic effect of each support achieves the best effect.

[0058] Obtaining the stress results of the first bridge deck and the second bridge deck, and comparing and verifying them with the design targets, is equivalent to providing "double insurance" for the safety of the bridge structure. If the stress results do not meet the design targets, potential structural safety hazards can be discovered in a timely manner and the jacking plan can be adjusted; and when the stress results meet the requirements, construction according to the corresponding jacking height can ensure the safety of the bridge structure after construction to the greatest extent, and avoid problems such as cracks and excessive deformation of the bridge deck caused by jacking construction that affect the structural safety and service life.

[0059] Compared with traditional construction methods based on experience or rough estimation, this construction method, which uses rigorous simulation, scientific calculation and result verification, can significantly improve the quality of the jacking construction of special-shaped multi-main-girder steel-concrete composite beams. It makes the bridge structure more in line with design expectations after construction is completed, and can better withstand external forces such as traffic loads during subsequent use, thereby ensuring the reliability and stability of the overall performance of the bridge.

[0060] Reference Figures 3 to 8 , Figure 3 A schematic diagram of a special-shaped bridge structure provided by an embodiment of the present invention; Figure 4 A finite element model diagram of a special-shaped bridge provided by an embodiment of the present invention; Figure 5 A plan view of a special-shaped bridge provided by one embodiment of the present invention; Figure 6 A schematic diagram of linear lifting of a special-shaped bridge provided by an embodiment of the present invention; Figure 7 A flow chart of construction of a special-shaped bridge provided by one embodiment of the present invention; Figure 8 A standard cross section of a special-shaped bridge provided by one embodiment of the present invention.

[0061] Calculation example:

[0062] 1. Design parameters

[0063] The spans of the six main beams PM61-PM62 are 43, 46, 49, 52, 55, and 58 meters respectively, and the spans of PM62-PM63 are all 40 meters. The six main beams are parallel and equally spaced, with a center spacing of 6.529 meters between each beam. The main beam is an open channel steel beam plus a bridge deck. The steel beam is 2.45 meters high, and the material is Q355D steel. The thickness of the bridge deck is 0.27 meters, and the material is C50 concrete. The cross-sectional parameters are as follows: Figure 3As shown. Midas Civil software was used to build the full bridge model. The modeling method adopted double units, and a rigid connection was set between the bridge deck and the steel. The jacking height was simulated by forced displacement. Design value, after the (CS6) support point fell back, the concrete bridge deck at the support point of the six main beams was pre-stored with a pre-compression stress of 10MPa.

[0064] 2. Calculation process

[0065] 1. Simulation of the same lifting height

[0066] (1) Concrete bridge deck results:

[0067] The jacking heights of 30, 40, and 50 cm were designed for the oblique piers, and the results at the mid-support point are shown in the following table. When the jacking height is 40 cm, the main beam XZ-1 has exceeded the design value by 10 MPa, while XZ-2, XZ-3, XZ-4, XZ-5, and XZ-6 do not meet the design value. When the jacking height is increased by 50 cm, five main beams exceed the design value.

[0068] Table 1 Finite element simulation results

[0069]

[0070] (2) Linear lifting height simulation:

[0071] A lift of 50cm is close to the design value of XZ-6, while a lift of 40cm is close to the design value of XZ-1. Therefore, the following linear lift height conditions are designed for simulation: 40-50cm.

[0072] ① Calculation of linear lifting height of each support point:

[0073] A total of 12 supports are designed for the six main beams, and the supports are 500mm away from the center line of the main beam. The center of the left support of the main beam XZ-1 is taken as the origin of the coordinates, the transverse direction of the bridge is the x-axis, and the beam height is the y-axis. The lifting height of each support is calculated. The linear interpolation calculation results are shown in Table 2.

[0074] Table 2 Calculation results of linear lifting height

[0075]

[0076]

[0077] ②Linear lifting height simulation:

[0078] Substitute the lifting height results in Table 2 into the finite element software for simulation. The results of the upper edge of the bridge deck after the support point falls back in CS6 are shown in Table 3.

[0079] Table 4 Linear lifting finite element simulation results

[0080]

[0081]

[0082] As shown in the table, when the jacking is 40-50cm, the stress of the six main beam bridge decks is close to the design value, and the difference between the maximum stress value and the minimum stress value is 0.3MPa, the stress is more uniform, and the height can be increased by 2cm to reach the design value, that is, 42-52cm. In addition, it is possible to consider optimizing the linear height design, increase the linear height difference from 10cm to 11cm, and increase a certain jacking height, that is, 41-52cm for simulation. The linear jacking height is shown in Table 5, and the finite element results are shown in Table 6.

[0083] Table 5

[0084]

[0085] Table 6 Finite element simulation results of linear lifting after optimization

[0086]

[0087] As shown in the table, when the jacking height is 41-52cm, the stress values ​​of the six main beam bridge decks are infinitely close to the design values.

[0088] ③Conclusion:

[0089] In summary, when the linear lifting height is 41-52cm, the design value can be met. The linear lifting height values ​​of the 12 support points of the six main beams and the precompression stress values ​​of the bridge deck are as follows:

[0090]

[0091]

[0092] Reference Figure 2 , Figure 2 A flowchart of a support point lifting method applicable to a special-shaped multi-main-beam steel-concrete composite beam provided in one embodiment of the present invention includes but is not limited to the following steps:

[0093] Step S210, hoisting and installing the special-shaped multi-main-beam steel-concrete composite beam on the beam column;

[0094] Step S220, arranging a jacking device at the middle support point in the negative bending moment zone, and jacking the special-shaped multi-main-beam steel-concrete composite beam to the jacking height of each support point corresponding to the stress result of the second bridge deck by the jacking device;

[0095] Step S230, pouring concrete in the positive moment zone;

[0096] Step S240, when the concrete in the positive moment zone reaches the design strength, pouring the concrete in the negative moment zone;

[0097] Step S250, after the concrete in the negative bending moment zone reaches the designed strength, the jacking device is started to make the special-shaped multi-main-beam steel-concrete composite beam fall smoothly back to the designed elevation.

[0098] In one embodiment, a support jacking method applicable to a special-shaped multi-girder steel-concrete composite beam includes the following steps: constructing a full-bridge model, the full-bridge model including: multiple beams and columns and a special-shaped multi-girder steel-concrete composite beam, wherein both ends of the special-shaped multi-girder steel-concrete composite beam are fixedly mounted on the beams and columns; performing multiple jacking height simulations of different values ​​on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support by using multiple jacking devices, each jacking device corresponds to a support of a main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support; determining a first height range according to the design target and the stress result of the first bridge deck, and calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the first height range; performing a linear jacking height finite element simulation according to the jacking height of each support to obtain the stress result of the second bridge deck; if the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support corresponding to the stress result of the second bridge deck.

[0099] The construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck, and includes the following steps: hoisting and installing the special-shaped multi-main-girder steel-concrete composite beam on the beam column; setting a jacking device at the middle support point in the negative bending moment zone, and jacking the special-shaped multi-main-girder steel-concrete composite beam to the jacking height of each support point corresponding to the stress result of the second bridge deck by the jacking device; pouring concrete in the positive bending moment zone; when the concrete in the positive bending moment zone reaches the design strength, pouring concrete in the negative bending moment zone; after the concrete in the negative bending moment zone reaches the design strength, starting the jacking device to make the special-shaped multi-main-girder steel-concrete composite beam smoothly fall back to the design elevation.

[0100] By building a full-bridge model for simulation, the stress changes during the jacking process can be studied in advance. This model-based construction planning method can accurately determine the jacking height of each support, avoiding the blindness and uncertainty that may occur in traditional construction methods, making the construction process more scientific and accurate. During the simulation process, the stress results of the first bridge deck and the second bridge deck are obtained and compared with the design goals. This helps to evaluate and adjust possible stress problems before construction, effectively control the stress distribution of the bridge deck during construction, and reduce the risk of structural damage caused by concentrated or excessive stress.

[0101] Finite element simulation is used to verify the feasibility of the construction plan to ensure that every step in the construction process is within the controllable range. Through multiple simulations and calculations, the lifting height of each support point is determined, providing reliable technical parameters for actual construction and improving the success rate of the construction plan.

[0102] First, the special-shaped multi-main beam steel-concrete composite beam is hoisted and installed on the beam column, providing a stable foundation structure for subsequent construction. This method of installing the steel beam first can ensure the overall stability of the structure, and facilitate the subsequent jacking operation by setting up a jacking device in the negative bending moment area. After the jacking device is set up in the negative bending moment area for jacking, the concrete in the positive bending moment area is poured first, and then the concrete in the negative bending moment area is poured after it reaches the design strength. This pouring sequence can effectively control the bending moment distribution of the beam body during the construction process, avoid unreasonable structural force caused by improper concrete pouring sequence, and thus improve the bearing capacity and durability of the structure.

[0103] Pouring concrete in this order can enable concrete to play its due role in different stress stages and reduce the possibility of cracks in the concrete due to uneven stress during the solidification process. The concrete in the positive moment area solidifies first, which can provide better support conditions for the pouring of concrete in the negative moment area and reduce the probability of cracks. After the concrete in the negative moment area reaches the design strength, the jacking device is started to make the special-shaped multi-main beam steel-concrete composite beam fall smoothly to the design elevation. This process can ensure that the steel beam will not be deformed or damaged due to sudden impact or uneven stress during the fall, ensuring the quality and accuracy of the entire structure, so that the final structure can better meet the design requirements.

[0104] In one embodiment, a support jacking method applicable to a special-shaped multi-girder steel-concrete composite beam includes the following steps: constructing a full-bridge model, the full-bridge model including: multiple beams and columns and a special-shaped multi-girder steel-concrete composite beam, wherein both ends of the special-shaped multi-girder steel-concrete composite beam are fixedly mounted on the beams and columns; performing multiple jacking height simulations of different values ​​on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support by using multiple jacking devices, each jacking device corresponds to a support of a main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support; determining a first height range according to the design target and the stress result of the first bridge deck, and calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the first height range; performing a linear jacking height finite element simulation according to the jacking height of each support to obtain the stress result of the second bridge deck; if the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support corresponding to the stress result of the second bridge deck.

[0105] After performing a linear jacking height finite element simulation according to the jacking height of each support and obtaining the stress result of the second bridge deck, the method includes the following steps: if the stress result of the second bridge deck does not meet the design target, adjusting the first height range based on the stress result of the second bridge deck; calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the adjusted first height range; performing a linear jacking height finite element simulation according to the jacking height of each support and obtaining the stress result of the second bridge deck, until the stress result of the second bridge deck meets the design target.

[0106] When the stress results of the second bridge deck do not meet the design goals, they can be adjusted in time according to the simulation results. This dynamic adjustment mechanism is like a closed-loop control system, which can continuously optimize the construction plan to make it more in line with actual engineering needs, avoid blindness in the construction process, and achieve refined construction control. By repeatedly using the linear interpolation method to recalculate the jacking height of each support point, and combining it with finite element simulation, the construction parameters that ultimately meet the design goals can be determined with extremely high accuracy. The linear interpolation method fully considers multiple factors such as the position of the jacking device and the stress results, making the calculated jacking height more scientific and reasonable, thereby ensuring that the jacking operation of each support point can accurately achieve the expected effect.

[0107] The process of repeated simulation and adjustment helps to ensure that the stress distribution of the bridge deck meets the design requirements, which is crucial to ensuring the quality of the bridge. By accurately controlling the jacking height, quality problems such as cracks and deformation of the bridge deck caused by excessive or insufficient stress are avoided, effectively improving the overall quality and durability of the bridge structure. This rigorous simulation and adjustment process can effectively reduce safety risks during construction. If the stress of the bridge deck exceeds the design range, it may cause safety hazards such as structural instability. By continuously adjusting until the stress results meet the design goals, the safety of the construction process can be fundamentally guaranteed, ensuring the life and property safety of construction workers.

[0108] By continuously optimizing the construction plan during the simulation stage, rework and material waste caused by unreasonable construction plans can be avoided in actual construction. Accurate determination of construction parameters helps to reasonably arrange construction resources and reduce unnecessary resource investment, thereby effectively controlling construction costs. Although the simulation and adjustment process may seem complicated, from the perspective of the entire construction cycle, this kind of early detailed planning can reduce errors and repetitions in actual construction. Once a construction plan that meets the design goals is determined, the actual construction process will be smoother, reducing delays caused by construction problems, thereby improving construction efficiency.

[0109] Furthermore, adjusting the first height range includes at least any one of the following: adjusting the height starting point, adjusting the height end point, or adjusting the linear height difference. The present application can adjust the height starting point, the height end point, or the linear height difference, and provides multiple adjustment dimensions. This flexibility allows for targeted selection of appropriate adjustment methods based on specific stress deviation conditions and structural characteristics when dealing with situations where the stress results of the second bridge deck do not meet the design goals. For example, if the stress results show that the overall jacking height is too low, adjusting the height starting point may be an effective solution; if the stress change gradient during the jacking process does not meet the requirements, it can be optimized by adjusting the linear height difference.

[0110] Through these different adjustments, the first height range can be more accurately made to meet the actual construction needs to meet the design goals. Different bridge structures and working conditions have different requirements for the jacking height range. This multi-option adjustment method can better adapt to various complex situations, just like using fine tools to carve the construction plan to ensure that every detail can accurately match the design requirements. This precise height range adjustment can further enhance the structural performance. By optimizing the stress distribution, the bridge can better withstand various external forces such as traffic loads. At the same time, flexible adjustment of the linear height difference according to the actual situation can make the jacking process of each support more coordinated, ensure the overall stability of the special-shaped multi-main beam steel-concrete composite beam during the jacking process, and thus improve the bearing capacity of the entire structure.

[0111] Reasonable adjustment of the height range helps to optimize the stress distribution of the bridge deck. For example, by adjusting the height starting point and end point, the stress state during the jacking process can be changed, making the stress distribution on the bridge deck more uniform and reasonable. When the stress is evenly distributed, it can effectively avoid local stress concentration, reduce the risk of structural damage caused by excessive stress, and improve the safety and durability of the bridge structure.

[0112] Since the construction parameters can be adjusted more flexibly and accurately, the final construction plan is more likely to meet the design goals, thereby improving the success rate of construction. By continuously optimizing the height range until the stress results of the second bridge deck meet the requirements, it is ensured that the jacking operation can be successfully completed according to the predetermined plan during the actual construction process, avoiding problems such as rework or structural damage caused by unreasonable construction plans.

[0113] Furthermore, the special-shaped multi-girder steel-concrete composite beam includes: an oblique multi-girder steel-concrete composite continuous beam and a curved multi-girder steel-concrete composite continuous beam. The fulcrum jacking method applicable to the special-shaped multi-girder steel-concrete composite beam of the present application can well adapt to the construction needs of bridges with different linear shapes. In actual traffic engineering, the direction of the road may be oblique or curved due to factors such as terrain and surrounding environment. The design of this special-shaped beam can perfectly match the complex road line shape, so that the bridge structure can be better integrated into the overall traffic route, and the adaptability of the bridge in different geographical environments and traffic planning is improved. Oblique beams can effectively solve the problem of bridge construction at oblique intersections of roads, while curved beams are suitable for bridges at bends. For example, in engineering scenarios such as urban overpasses and mountain curved bridges, these special-shaped beams can give full play to their advantages, provide more possibilities for the selection of bridges, and meet the engineering requirements under various complex terrains and traffic layouts.

[0114] In one embodiment, a support jacking method applicable to a special-shaped multi-girder steel-concrete composite beam includes the following steps: constructing a full-bridge model, the full-bridge model including: multiple beams and columns and a special-shaped multi-girder steel-concrete composite beam, wherein both ends of the special-shaped multi-girder steel-concrete composite beam are fixedly mounted on the beams and columns; performing multiple jacking height simulations of different values ​​on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support by using multiple jacking devices, each jacking device corresponds to a support of a main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support; determining a first height range according to the design target and the stress result of the first bridge deck, and calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the first height range; performing a linear jacking height finite element simulation according to the jacking height of each support to obtain the stress result of the second bridge deck; if the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support corresponding to the stress result of the second bridge deck.

[0115] The beam-column position at the middle support point uses a plurality of jacking devices to simulate multiple jacking heights of different values ​​on the special-shaped multi-girder steel-concrete composite beam, including the steps of: simulating the jacking heights of 20cm, 30cm, 40cm and 50cm on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support point uses a plurality of jacking devices.

[0116] In one embodiment, a support jacking method applicable to a special-shaped multi-girder steel-concrete composite beam includes the following steps: constructing a full-bridge model, the full-bridge model including: multiple beams and columns and a special-shaped multi-girder steel-concrete composite beam, wherein both ends of the special-shaped multi-girder steel-concrete composite beam are fixedly mounted on the beams and columns; performing multiple jacking height simulations of different values ​​on the special-shaped multi-girder steel-concrete composite beam at the beam-column position at the middle support by using multiple jacking devices, each jacking device corresponds to a support of a main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support; determining a first height range according to the design target and the stress result of the first bridge deck, and calculating the jacking height of each support by a linear interpolation method based on the positions of multiple jacking devices, the stress result of the first bridge deck and the first height range; performing a linear jacking height finite element simulation according to the jacking height of each support to obtain the stress result of the second bridge deck; if the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support corresponding to the stress result of the second bridge deck.

[0117] Judging whether the stress result of the second bridge deck meets the design target includes the following steps: obtaining the pre-compression stress value of each main beam in the stress result of the second bridge deck, and comparing the pre-compression stress value of each main beam with the design target; if the error rate between the pre-compression stress value of all main beams and the design target is less than a preset threshold, the stress result of the second bridge deck meets the design target.

[0118] By focusing on the prestress values ​​of each main beam to determine whether the stress results of the second bridge deck meet the design goals, the evaluation focuses on the prestress, which has a key impact on the performance of the bridge structure. Prestress plays a vital role in the steel-concrete composite beam structure in resisting subsequent loads and preventing concrete cracking. Taking it as the core of the evaluation can accurately measure whether the construction meets the expected structural mechanical performance requirements.

[0119] Evaluation at the main beam level: Obtain the prestress value of each main beam separately for comparison, rather than just making a general evaluation from the overall perspective. This evaluation method that is detailed to each main beam can more accurately detect the stress unevenness that may exist inside the structure. Because in a special-shaped multi-main beam structure, the stress conditions of different main beams may vary due to factors such as shape and position, such an evaluation can fully understand whether the stress state of each main beam meets the design expectations.

[0120] Setting a preset threshold to measure the error between the prestress value and the design target provides a clear quantitative standard for evaluation. The preset threshold can generally be set to 3%-10%. This makes the judgment of the construction effect no longer vague and subjective, but has an objective and measurable scale. By comparing with the preset threshold, the error range in the construction process can be effectively controlled to ensure that the prestress of each main beam is within a reasonable error range, thereby ensuring that the stress results of the entire bridge deck meet the design requirements. Strict control of the error rate helps to ensure the stability of the quality of the bridge structure. If the prestress value deviates too much from the design target, it may cause quality problems such as premature cracking of concrete and excessive deformation of steel beams. By controlling the error within the preset threshold, these problems can be effectively avoided, ensuring the safety and durability of the bridge during long-term use.

[0121] Furthermore, based on the positions of multiple jacking devices, the stress results of the first bridge deck and the first height range, the jacking height of each support is calculated by linear interpolation, including the steps of: taking the center of the outer support of the first main beam as the coordinate origin, the transverse direction of the bridge as the x-axis, the beam height as the y-axis, the distance between the jacking device and the origin as the value of the x-axis, and calculating the jacking height of each support by linear interpolation according to the first height range.

[0122] By taking the center of the outer support of the first main beam as the coordinate origin, the first main beam corresponds to

[0123] The horizontal bridge direction is set as the x-axis and the beam height is set as the y-axis, and the position of the jacking device is standardized. This approach allows the position of each jacking device to be described in a unified mathematical language (coordinate value), providing a clear and standardized basis for subsequent linear interpolation calculations based on position information. Just like building an accurate mathematical map for a complex construction scene, the position of each jacking device can be accurately marked and used.

[0124] The linear interpolation method itself is an accurate method for estimating unknown data points based on existing data points. Combined with the above-established coordinate system and the known first height range, the jacking height of each support can be calculated more accurately. Compared with some empirical or estimated methods, the linear interpolation method takes into account the linear relationship between the position of the jacking device and the height range, and makes full use of the existing simulation data (the first bridge deck stress results), so that the calculated jacking height is more in line with the actual structural mechanics principles, thereby improving the accuracy of the calculation.

[0125] The position of the jacking device (the value of the x-axis) is included in the calculation process, and the influence of the jacking devices at different positions on the stress of the bridge deck is considered. Due to the structural characteristics of the special-shaped multi-girder steel-concrete composite beam, the contribution of the jacking of the support points at different positions to the stress of the entire bridge deck is different. By calculating the jacking height in this way, the jacking operations of each support point can be more coordinated based on their own positions, avoiding the situation where the local stress is too large or too small due to position factors, and optimizing the construction effect of the entire jacking process.

[0126] Accurately calculating the lifting height of each support point and taking into account the position factor can help optimize the structural performance of the special-shaped multi-girder steel-concrete composite beam as a whole. Reasonable lifting height distribution can make the beam body better adapt to structural deformation during the lifting process, ensure that the force between each main beam and between the beam and the support is more uniform and reasonable, thereby enhancing the stability and bearing capacity of the bridge structure and extending the service life of the bridge.

[0127] This calculation procedure based on coordinate system and linear interpolation is relatively intuitive and easy for construction personnel to understand and master. Compared with complex and abstract mechanical calculation models, coordinates and linear relationships are more easily accepted by construction technicians, making it easier for them to operate and apply them in the actual construction process. This has lowered the threshold of construction technology to a certain extent, allowing advanced construction calculation methods to be better implemented in actual projects.

[0128] During the construction process, if the lifting height needs to be adjusted or the construction effect needs to be monitored, this calculation method based on coordinates and linear interpolation can be easily traced and recalculated. Construction personnel can quickly adjust coordinate parameters or re-evaluate linear relationships based on actual conditions (such as on-site stress monitoring results, material performance changes, etc.), thereby optimizing the construction plan in a timely manner to ensure construction quality and progress.

[0129] In one embodiment, the electronic device includes: a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the support point jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams as described above is implemented.

[0130] The processor and the memory may be connected via a bus or other means.

[0131] As a non-transient computer-readable storage medium, the memory can be used to store non-transient software programs and non-transient computer executable programs. In addition, the memory may include a high-speed random access memory, and may also include a non-transient memory, such as at least one disk storage device, a flash memory device, or other non-transient solid-state storage device. In some embodiments, the memory may optionally include a memory remotely disposed relative to the processor, and these remote memories may be connected to the processor via a network. Examples of the above-mentioned network include, but are not limited to, the Internet, an intranet, a local area network, a mobile communication network, and combinations thereof.

[0132] The device embodiments described above are merely illustrative, and the units described as separate components may or may not be physically separated, and may be located in one place or distributed on multiple network units. Some or all of the modules may be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0133] In addition, an embodiment of the present invention also provides a computer-readable storage medium, which stores computer-executable instructions, and the computer-executable instructions are executed by a processor or a controller, for example, by a processor in the above-mentioned terminal embodiment, so that the above-mentioned processor can execute the support jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams in the above-mentioned embodiment.

[0134] It will be appreciated by those skilled in the art that all or some of the steps and systems in the disclosed method above may be implemented as software, firmware, hardware and appropriate combinations thereof. Some physical components or all physical components may be implemented as software executed by a processor, such as a central processing unit, a digital signal processor or a microprocessor, or may be implemented as hardware, or may be implemented as an integrated circuit, such as an application specific integrated circuit. Such software may be distributed on a computer-readable medium, which may include a computer storage medium (or a non-transitory medium) and a communication medium (or a temporary medium). As known to those skilled in the art, the term computer storage medium includes volatile and non-volatile, removable and non-removable media implemented in any method or technology for storing information (such as computer-readable instructions, data structures, program modules or other data). Computer storage media include, but are not limited to, RAM, ROM, EEPROM, flash memory or other memory technologies, CD-ROM, digital versatile disks (DVD) or other optical disk storage, magnetic cassettes, magnetic tapes, disk storage or other magnetic storage devices, or any other medium that may be used to store desired information and may be accessed by a computer. Furthermore, it is well known to those skilled in the art that communication media typically embodies computer readable instructions, data structures, program modules, or other data in a modulated data signal such as a carrier wave or other transport mechanism, and may include any information delivery media.

[0135] The above is a specific description of the preferred implementation of the present invention, but the present invention is not limited to the above-mentioned implementation mode. Technical personnel familiar with the field can also make various equivalent deformations or substitutions without violating the spirit of the present invention. These equivalent deformations or substitutions are all included in the scope defined by the claims of the present invention.

[0136] The specific implementation of the present invention described above does not constitute a limitation on the protection scope of the present invention. Any other corresponding changes and modifications made based on the technical concept of the present invention should be included in the protection scope of the claims of the present invention.

Claims

1. A fulcrum jacking method suitable for special-shaped multi-main beam steel-concrete composite beams, characterized in that: Includes steps: Constructing a full-bridge model, the full-bridge model comprising: a plurality of beams and columns and a special-shaped multi-main-beam steel-concrete composite beam, wherein both ends of the special-shaped multi-main-beam steel-concrete composite beam are fixedly mounted on the beams; At the beam-column position at the middle support, multiple jacking devices are used to simulate the jacking heights of the special-shaped multi-main beam steel-concrete composite beam with different values, each jacking device corresponds to a support point of the main beam, and the jacking heights of multiple jacking devices in a single jacking height simulation are consistent, so as to obtain the stress result of the first bridge deck at the middle support point; Determine a first height range according to a design objective and the first bridge deck stress result, and calculate the jacking height of each support point by a linear interpolation method based on the positions of the plurality of jacking devices, the first bridge deck stress result and the first height range; According to the lifting height of each support point, a linear lifting height finite element simulation was performed to obtain the stress results of the second bridge deck; If the stress result of the second bridge deck meets the design target, construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck.

2. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: The construction is performed based on the jacking height of each support point corresponding to the stress result of the second bridge deck, including the steps of: Hoisting and installing the special-shaped multi-main-beam steel-concrete composite beam on the beam column; A jacking device is provided at the middle support point in the negative bending moment zone, and the special-shaped multi-main-beam steel-concrete composite beam is jacked up to the jacking height of each support point corresponding to the stress result of the second bridge deck by the jacking device; pouring concrete in the positive moment zone; When the concrete in the positive moment area reaches the designed strength, pour the concrete in the negative moment area; After the concrete in the negative bending moment zone reaches the design strength, start the jacking device to make the special-shaped multi-main-beam steel-concrete composite beam fall smoothly back to the design elevation.

3. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: After performing a linear jacking height finite element simulation according to the jacking height of each support point and obtaining the stress result of the second bridge deck, the following steps are included: If the stress result of the second bridge deck fails to reach the design target, adjusting the first height range based on the stress result of the second bridge deck; Calculating the jacking height of each support point by linear interpolation method based on the positions of the plurality of jacking devices, the first bridge deck stress result and the adjusted first height range; A linear jacking height finite element simulation is performed according to the jacking height of each support point to obtain the stress result of the second bridge deck until the stress result of the second bridge deck meets the design target.

4. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 3 is characterized in that: Adjusting the first height range includes at least one of the following: Adjust the height start point, adjust the height end point, or adjust the linear height difference.

5. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: The special-shaped multi-main-beam steel-concrete composite beams include: oblique multi-main-beam steel-concrete composite continuous beams and curved multi-main-beam steel-concrete composite continuous beams.

6. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: The method comprises the following steps: performing multiple jacking height simulations of different values ​​on the special-shaped multi-main-beam steel-concrete composite beam at the beam-column position at the middle support point by using multiple jacking devices, including the following steps: At the beam-column position at the middle support point, multiple jacking devices are used to simulate the jacking heights of 20 cm, 30 cm, 40 cm and 50 cm for the special-shaped multi-main-beam steel-concrete composite beam.

7. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: Determining whether the stress result of the second bridge deck meets the design target includes the following steps: Obtaining the pre-compression stress value of each main beam in the second bridge deck stress result, and comparing the pre-compression stress value of each main beam with the design target; If the error rate between the pre-compression stress value of all main beams and the design target is less than a preset threshold, the second bridge deck stress result meets the design target.

8. The support point jacking method applicable to special-shaped multi-main beam steel-concrete composite beams according to claim 1 is characterized in that: Based on the positions of the plurality of jacking devices, the first bridge deck stress result and the first height range, the jacking height of each support is calculated by linear interpolation method, comprising the steps of: Taking the center of the outer support of the first main beam as the coordinate origin, the transverse bridge direction as the x-axis, the beam height as the y-axis, the distance between the jacking device and the origin as the value of the x-axis, the jacking height of each support is calculated by linear interpolation method according to the first height range.

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 computer program, the support jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams as described in any one of claims 1 to 8 is implemented.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores computer-executable instructions, and the computer-executable instructions are used to enable a computer to execute the support jacking method applicable to special-shaped multi-main-beam steel-concrete composite beams as described in any one of claims 1 to 8.

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