Method, system and equipment for integrally improving and optimizing arch bridge

Abstract

The invention relates to the field of bridge construction, in particular to a method, a system and equipment for integrally lifting and optimizing an arch bridge. The invention innovatively provides an arch bridge overall lifting optimization calculation method, and solves many problems in the aspects of precision, efficiency and cost of a traditional arch bridge overall lifting control method. The combination of the tower position, the temporary tie bar position and the temporary horizontal tie bar force is systematically optimized, so that the line shape of the finished bridge is optimal, and the construction work amount of the tower is reduced. And finally, depending on an intelligent monitoring system, real-time monitoring and feedback control of overall lifting of the arch rib are achieved, powerful technical support is provided for high-precision control of overall lifting of the arch bridge, and extremely high practical value and wide popularization prospects are achieved.

Description

Technical Field

[0001] The present invention relates to the field of bridge construction, and in particular to an overall lifting optimization method, system and equipment for an arch bridge. Background Art

[0002] At present, the overall lifting and installation of arch bridges is first to assemble the segments on the ground, and then lift the whole into place, which greatly reduces the construction period and the time and risk of high-altitude operations, and can quickly complete the installation and construction of the bridge. However, in the traditional lifting and installation process, either no temporary horizontal tie rods are set, or only construction experience is relied on to arrange the tower lifting points and temporary horizontal tie rods, and then the width of the joint mouth is controlled by adjusting the temporary horizontal cable force to achieve the joint. These two methods often cannot obtain the optimal bridge line shape after the joint is loosened. At the same time, the traditional installation scheme also fails to fully consider the coupling effect between the lifting point position, the temporary tie rod anchor point position and the temporary horizontal tie rod force, and cannot determine the optimal combination of the lifting point, the temporary tie rod anchor point and the temporary horizontal tie rod force during the lifting process, which not only increases the engineering workload of the arch bridge construction, but also may affect the quality of the final bridge line shape and the accuracy of construction control. In addition, the existing arch rib overall lifting method is generally a positive execution of the construction instructions, and no real-time monitoring and feedback control is implemented for the actual construction process, which can easily cause the actual bridge state to deviate from the calculated results.

[0003] There are currently three main problems:

[0004] (1) Bridge alignment optimization problem. During the overall lifting process of the arch bridge, the horizontal temporary tie rods used in the traditional method can only simply control a single variable and cannot simultaneously take into account the control of longitudinal deviation and rotation angle. This limitation results in the inability to obtain the optimal bridge alignment after the closure and cable release.

[0005] (2) Coupling effect optimization problem. The existing calculation method fails to fully consider the coupling effect between the lifting point position, the temporary tie anchor point position and the temporary horizontal tie force, and cannot determine the optimal combination of the three during the overall lifting process, resulting in high cost of arch bridge construction.

[0006] (3) Closed-loop control of the construction process. The existing arch rib overall lifting method generally executes the construction instructions in a forward manner, without real-time monitoring and feedback control of the actual construction process, resulting in inconsistency between the actual bridge status and the calculated results.

[0007] Therefore, there is a need for an overall lifting optimization method, system and equipment for arch bridges with better bridge line shape and lower cost. Summary of the invention

[0008] The purpose of the present invention is to overcome the problems in the prior art of being unable to determine the optimal combination of the lifting point position, the temporary tie anchor point position and the temporary horizontal tie force during the overall lifting of the arch bridge, and failing to achieve closed-loop control during the construction process, resulting in uncontrollable quality of the final bridge line shape, and to provide an overall lifting optimization method, system and equipment for an arch bridge.

[0009] In order to achieve the above-mentioned object of the invention, the present invention provides the following technical solutions:

[0010] A method for optimizing the overall lifting of an arch bridge comprises the following steps:

[0011] S1: Establish an overall lifting optimization finite element model of the arch bridge considering the construction stage according to the design drawings of the arch bridge to be optimized;

[0012] S2: Initialize the overall lifting parameters of the finite element model; let the tower lifting point position node group number be j, and the temporary horizontal tie anchor point node group number be i, and calculate the displacement influence matrix of each construction stage under each group i and j working conditions;

[0013] The overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie rod anchor point position i and the temporary horizontal tie rod force; the initial values ​​of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie rod anchor point; the displacement influence matrix includes the temporary horizontal tie rod force influence amount and the dead load influence amount;

[0014] S3: Substitute the displacement influence matrix into the optimization model to obtain the optimal bridge alignment corresponding to the working condition; determine whether the bridge alignment meets the preset requirements, and store the corresponding arch bridge overall lifting parameters in the data set when the requirements are met;

[0015] S4: Determine the size relationship between i and j;

[0016] When j<m, i<n, i=i+1, enter S2;

[0017] When j<m, i=n, i=1, j=j+1, enter S2;

[0018] When j=m, the tower construction quantities corresponding to the overall lifting parameters of each group of arch bridges in the data set are calculated, and the overall lifting parameters of the arch bridge corresponding to the lowest tower construction quantity are output.

[0019] As a preferred solution of the present invention, the finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages;

[0020] The structural parameters include arch bridge node and unit information;

[0021] The material parameters include mechanical properties of the material used for the arch bridge to be optimized, such as elastic modulus, yield strength, and density;

[0022] The boundary conditions include support conditions and constraint types;

[0023] The load conditions include deadweight, live load, wind load and temperature change;

[0024] The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information respectively; the structural group includes a tower lifting point position node group and a temporary horizontal tie rod anchor point node group.

[0025] As a preferred embodiment of the present invention, the temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M in the lifting state. 1,x The temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z .

[0026] As a preferred solution of the present invention, the displacement influence matrix in S2 is calculated and obtained by inputting the tower lifting point position node group serial number, the temporary horizontal tie rod anchor point node group serial number and the finite element model into the finite element software.

[0027] As a preferred embodiment of the present invention, S3 comprises the following steps:

[0028] S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie rod force and the vertical deformation of the lifting section closure under the action of constant load, and correct the influence of horizontal tie rod force on the bridge state M n,z The influence of the constant load on the bridge state C n,z ;

[0029] S32: Calculate the deformation of the arch bridge once it falls off the frame, recorded as the target line shape u t ;

[0030] S33: The temporary horizontal tie rod force influence amount M of the lifting state 1,x , the temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z , the constant load influence C in the lifting state 1,x , the constant load influence quantity C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z ;

[0031] S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm value is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

[0032] As a preferred solution of the present invention, the optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence amount and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point as the state variable. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; its expression is:

[0033] State variables:

[0034] Constraints:

[0035] Initial value: x0 = T0, T0 = M l,x (-C l,x )

[0036] Objective function: f(x) = min||u n,z -u t ||,

[0037] Where T0 is the initial value of the temporary horizontal tie force, is the longitudinal deviation of the arch foot joint. The longitudinal displacement of the lifting section joint, M 1,x is the influence of temporary horizontal tie rod force on lifting state, (-C l,x is the influence of the constant load in the lifting state, M n,z is the influence of temporary horizontal tie force on the completed bridge state, C n,z is the influence of the dead load in the completed bridge state.

[0038] As a preferred solution of the present invention, the tower construction engineering quantity is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material consumption, labor time and equipment quantity.

[0039] An overall lifting optimization system for an arch bridge, comprising a parameter optimization module, an intelligent control module, a monitoring module, a data transmission module, a feedback module and a client;

[0040] The parameter optimization module is used to execute any of the above methods to generate an overall lifting plan for the arch bridge;

[0041] The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized;

[0042] The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization;

[0043] The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual state obtained by the monitoring module with the instruction state, and send the deviation to the feedback module; when the data fed back by the monitoring module has abnormal values, an early warning is issued at the client;

[0044] The feedback module is used to resend the deviation to the intelligent control module;

[0045] The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

[0046] An overall lifting optimization device for an arch bridge comprises at least one processor and a memory communicatively connected to the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor so that the at least one processor can execute any of the methods described above.

[0047] Compared with the prior art, the present invention has the following beneficial effects:

[0048] The present invention innovatively proposes an optimization calculation method for the overall lifting of an arch bridge, which solves many problems of the traditional overall lifting control method of an arch bridge in terms of accuracy, efficiency and cost. By systematically optimizing the combination of the tower position, the temporary tie position and the temporary tie horizontal cable force, the combination of cable forces can achieve the optimal bridge line shape and reduce the amount of tower construction work. Finally, relying on the intelligent monitoring system, real-time monitoring and feedback control of the overall lifting of the arch ribs is realized, providing strong technical support for the high-precision control of the overall lifting of the arch bridge. It has extremely high practical value and broad promotion prospects, bringing new breakthroughs to modern bridge construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] Figure 1 It is a schematic diagram of a flow chart of an overall lifting optimization method for an arch bridge according to Embodiment 1 of the present invention;

[0050] Figure 2 A schematic diagram of overall lifting of an arch bridge in an overall lifting optimization method of an arch bridge according to Example 2 of the present invention;

[0051] Figure 3 A schematic diagram of the lifting construction of an arch bridge to be lifted in a method for optimizing the overall lifting of an arch bridge described in Example 3 of the present invention;

[0052] Figure 4 It is a schematic diagram of a flow chart of an overall lifting optimization method of an arch bridge according to Embodiment 3 of the present invention;

[0053] Figure 5 The lifting point position, temporary tie rod position and optimal cable force diagram of the arch bridge to be lifted in the overall lifting optimization method of an arch bridge described in Example 3 of the present invention;

[0054] Figure 6 The lifting construction optimization displacement map of the arch bridge to be lifted in the overall lifting optimization method of an arch bridge described in Example 3 of the present invention;

[0055] Figure 7 This is a schematic structural diagram of an arch bridge integral lifting optimization system according to Embodiment 4 of the present invention;

[0056] Figure 8 This is a structural schematic diagram of an arch bridge overall lifting optimization device described in Example 5 of the present invention, which utilizes the arch bridge overall lifting optimization method described in Example 1. DETAILED DESCRIPTION

[0057] The present invention is further described in detail below in conjunction with test examples and specific implementation methods. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0058] Example 1

[0059] like Figure 1 As shown, a method for optimizing the overall lifting of an arch bridge comprises the following steps:

[0060] S1: According to the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge considering the construction stage is established.

[0061] The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages; the construction stages include structural groups, boundary groups and load groups under each construction stage; the structural group includes a tower lifting point position node group and a temporary horizontal tie rod anchor point node group.

[0062] S2: Initialize the overall lifting parameters of the finite element model; let the tower lifting point position node group number be j, and the temporary horizontal tie anchor point node group number be i, and calculate the displacement influence matrix of each construction stage under each group of i and j working conditions.

[0063] Among them, the overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i and the temporary horizontal tie force; the initial values ​​of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence.

[0064] S3: Substitute the displacement influence matrix into the optimization model to obtain the optimal bridge alignment corresponding to the working condition; determine whether the bridge alignment meets the preset requirements, and store the corresponding overall lifting parameters of the arch bridge in the data set when the requirements are met.

[0065] S4: Determine the size relationship between i and j;

[0066] When j<m, i<n, i=i+1, enter S2;

[0067] When j<m, i=n, i=1, j=j+1, enter S2;

[0068] When j=m, the tower construction quantities corresponding to the overall lifting parameters of each group of arch bridges in the data set are calculated, and the overall lifting parameters of the arch bridge corresponding to the lowest tower construction quantity are output.

[0069] Example 2

[0070] This embodiment is a specific implementation of the method for optimizing the overall lifting of an arch bridge described in Embodiment 1, and includes the following steps:

[0071] S1: According to the design drawings of the arch bridge to be optimized, a finite element model of the overall lifting optimization of the arch bridge considering the construction stage is established.

[0072] The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages;

[0073] The structural parameters include arch bridge node and unit information;

[0074] The material parameters include mechanical properties of the material used for the arch bridge to be optimized, such as elastic modulus, yield strength, and density;

[0075] The boundary conditions include support conditions and constraint types;

[0076] The load conditions include deadweight, live load, wind load and temperature change;

[0077] The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information respectively; the structural group includes a tower lifting point position node group and a temporary horizontal tie rod anchor point node group.

[0078] The overall lifting optimization finite element model of the arch bridge includes.

[0079] S2: Initialize the overall lifting parameters of the arch bridge of the finite element model; Figure 2 As shown, let the maximum node group at the tower lifting point be numbered j and the maximum node group at the temporary horizontal tie anchor point be numbered i, and calculate the displacement influence matrix of each construction stage.

[0080] Among them, the overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie anchor point position i and the temporary horizontal tie force; the initial values ​​of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie anchor point; the displacement influence matrix includes the temporary horizontal tie force influence and the dead load influence.

[0081] Further, the S2 comprises the following steps:

[0082] S21: mark the node groups of the arch bridge where the tower lifting point positions are allowed to be set, and number them as 1 to j respectively;

[0083] S22: mark the node group numbers of the arch bridge where temporary horizontal tie anchor points are allowed to be set, and number them from 1 to i;

[0084] S23: Calculate the influence of temporary horizontal tie force and dead load at each control point during the construction phase under the working conditions of the corresponding tower lifting point position and temporary horizontal tie anchor point position by finite element software;

[0085] The temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M on the lifting state 1,x and the influence of temporary horizontal tie force on the completed bridge state M n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z .

[0086] S3: Bringing the overall lifting parameters of the arch bridge into the pre-designed optimization model to obtain the corresponding bridge alignment; judging whether the bridge alignment meets the preset requirements, and storing the corresponding overall lifting parameters of the arch bridge in the data set when the requirements are met.

[0087] S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie rod force and the vertical deformation of the lifting section closure under the action of constant load, and correct the influence of horizontal tie rod force on the bridge state M n,z The influence of the constant load on the bridge state C n,z .

[0088] S32: Calculate the deformation of the arch bridge once it falls off the frame, recorded as the target line shape u t .

[0089] S33: The temporary horizontal tie rod force influence amount M of the lifting state 1,x , the temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z , the constant load influence C in the lifting state 1,x , the constant load influence quantity C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z .

[0090] S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm value is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

[0091] Furthermore, the optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence quantity and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point as the state variable. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; its expression is:

[0092] State variables:

[0093] Constraints:

[0094] Initial value: x0 = T0, T0 = M l,x (-C l,x )

[0095] Objective function: f(x) = min||u n,z -u t ||,

[0096] Where T0 is the initial value of the temporary horizontal tie force, is the longitudinal deviation of the arch foot joint. The longitudinal displacement of the lifting section joint, M 1,xis the influence of temporary horizontal tie rod force on lifting state, (-C l,x is the influence of the constant load in the lifting state, M n,z is the influence of temporary horizontal tie force on the completed bridge state, C n,z is the influence of the dead load in the completed bridge state.

[0097] S4: Determine the size relationship between i and j;

[0098] When j<m, i<n, i=i+1, enter S2;

[0099] When j<m, i=n, i=1, j=j+1, enter S2;

[0100] When j=m, the tower construction amount corresponding to each group of arch bridge overall lifting parameters in the data set is calculated, and the arch bridge overall lifting parameters corresponding to the lowest tower construction amount are output. The arch bridge overall lifting parameters include the lifting point position j, the temporary tie rod anchor point position i, and the temporary horizontal tie rod force T.

[0101] Furthermore, the tower construction work volume is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material consumption, labor time and equipment quantity.

[0102] Through the above scheme, the present invention achieves the following effects:

[0103] (1) The closure accuracy is significantly improved

[0104] Based on the influence matrix principle and finite element model, the present invention fully considers the coupling effect between the lifting point position, the temporary tie anchor point position and the temporary horizontal tie force, and performs accurate calculation and optimization. At the same time, through the precise control and real-time feedback of the intelligent monitoring system, it ensures that all parameters operate within the optimal range during the construction process, and realizes the high-precision closure of the arch bridge.

[0105] (2) Construction costs are significantly reduced

[0106] The present invention achieves the best combination of the position and force of the tower and temporary tie rods through precise calculation and optimization, reduces the use of unnecessary materials and equipment, and reduces the amount of construction work. The optimized solution reduces the reliance on high-altitude supports and scaffolding, further reduces construction costs, improves resource utilization, and has significant economic benefits. At the same time, it reduces the time and risk of high-altitude operations, making the construction of arch bridges more efficient and reliable.

[0107] (3) Significantly improved computing efficiency

[0108] The present invention effectively reduces the repeated adjustment and trial calculation process based on finite element calculation software such as MIDAS in the traditional method by optimizing the lifting point position and the temporary tie rod anchor point position, greatly shortens the calculation time, improves the calculation efficiency, and improves the overall progress and economic benefits of the engineering project.

[0109] In summary, the present invention significantly surpasses traditional methods and performs well in construction accuracy, efficiency, and cost control. By optimizing the calculation of tower and temporary tie rod positions, high-precision control of large-tonnage arch bridge lifting is provided, bringing important breakthroughs to modern bridge construction. The integration of the intelligent monitoring system realizes real-time monitoring and feedback of construction, enhances safety and effectiveness, and promotes the intelligent and modern development of bridge construction.

[0110] Example 3

[0111] This embodiment is a specific application example of the overall lifting optimization method of an arch bridge described in Embodiment 2. Figure 3 The main bridge of a certain arch bridge adopts a bottom-supported steel tube concrete tied arch bridge. The main bridge is 318m long, the span ratio is 1 / 4.48, the arch axis is a catenary, and the arch axis coefficient m=1.5. The arch rib is a steel tube concrete truss structure. The center spacing of the main arch of a single span bridge is 24.9m, and the distance between the left and right main arch chords is 4.2m. The single arch rib is processed, manufactured and installed in 14 segments. The whole bridge has a total of 56 segments, of which 4 segments at the arch foot (2 on each bank) are constructed with brackets. The 10 segments in the middle are assembled at the low position of the bracket to form an integral large segment, and then vertically hoisted as a whole to be joined with the arch foot segment. The theoretical weight of the large segment hoisting is about 1900t.

[0112] like Figure 4 As shown in the figure, the optimization analysis process is as follows:

[0113] (1) Based on the structural parameters, material parameters, boundary conditions and load conditions of the arch bridge, a finite element model of the structure is established. The parameters of the structure are determined by combining the forward-looking method of analysis. The parameters include the structural group, boundary value and load group, and the various construction stages of the structure are formed accordingly.

[0114] (2) Based on the construction site, mark the node groups of the arch ribs where the tower lifting points are allowed to be set, and number them 1 to 12 respectively.

[0115] (3) Based on the construction site, mark the node groups of the arch ribs where temporary horizontal tie rod anchor points are allowed, and number them from 1 to 15.

[0116] (4) Change the position of the tower lifting point group to 1 and the position of the temporary horizontal tie anchor point group to 1 in the finite element model of the initial arch rib lifting process.

[0117] (5) Calculate the influence of temporary horizontal tie force and dead load at each control point during the construction phase.

[0118] in:

[0119] M 1,x =[0.16809299,0.15209099,0.11765607,0.06054747,0.02484295,0.00720735,0.00084443,-0. 00084443,-0.00720735,-0.02484295,-0.06054747,-0.11765607,-0.15209099,-0.16809299]; C 1,x =[-461.1582085,-421.28973762,-332.45914308,-174.55080173,-71.41156613,-19.58712379,-2.02709 763,2.02709763,19.58712379,71.41156613,174.55080173,332.45914308,421.28973762,461.1582085]; M n,z =[0.0038028,0.02635588,0.07771608,0.1782436,0.26041838,0.31702805,0.34262667, 0.34262667,0.31702805,0.26041838,0.1782436,0.07771608,0.02635588,0.0038028]; C n,z =[-23.73775071,-84.06377291,-227.82050045,-512.00843457,-748.74784004,-915.5299846,-993.82769491,-993.8272303,-915.52778863,-748.7443196,-512.0042686,-227.81661186,-84.06039577,-23.73465943].

[0120] (6) The vertical deformation of the lifting section joint mouth under the action of the unit temporary horizontal tie rod force is -0.019 mm, and the vertical deformation of the lifting section joint mouth under the action of the constant load is 45.490 mm, and then the influence of the horizontal tie rod force and the constant load influence M are corrected. n,z =M n,z +0.019, C n,z =Cn,z -45.490.

[0121] (7) Calculate the deformation of the arch rib once it falls off the frame, denoted as the target linear shape u t . Where u t =[-7.27850944,-8.97265263,-13.35492348,-22.85532977,-33.43882078,-43.72075328,-51.09756922,-51.09756922,-43.72075328,-33.43882078,-22.85532977,-13.35492348,-8.97265263,-7.27850944].

[0122] (8) Taking the temporary horizontal tie force T as the design variable, the mechanical model between the temporary horizontal tie force, the influence quantity and the displacement u as the state variable, the temporary horizontal tie force T is greater than 0 kN, and the lifting section joint is longitudinally offset u except for the control point. n,x Less than 10mm as a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function to establish the optimization model, as shown in the following formula:

[0123] State variables:

[0124] Constraints:

[0125] Initial value: x0 = T0, T0 = M l,x (-C l,x )

[0126] Objective function: f(x) = min||u n,z -u t ||

[0127] (9) Based on the optimization model in (8), the bridge line shape u under the finite element model (4) is calculated. n,z , determine the bridge line shape u n,z Whether the control point deviation from the target line shape is less than 10mm.

[0128] (10) Repeat steps (4) to (9) until i=15, j=12.

[0129] (11) Calculate the bridge line shape u n,zThe tower construction quantity corresponding to the requirements of step (9) is met, and the lifting point position, temporary tie rod anchor point position, and temporary horizontal tie rod force corresponding to the minimum tower construction quantity are output. After calculation, the lifting point position is "2", the temporary tie rod anchor point position is "3", and the temporary horizontal tie rod force is 3190.4kN. Figure 5 , Attachment Figure 6 As shown. At this time, the maximum deviation between the arch rib line shape and the target line shape is 4.35mm. At this time, L / 3000 = 106mm, which is much smaller than the allowable value required by the specification (Article 8.8.3 of the "Highway Engineering Quality Inspection and Assessment Standard" (JTG F80 / 1-2017), which stipulates that "the allowable deviation of the arch ring elevation of the steel tube arch rib is ±L / 3000, and shall not exceed ±50mm (where L is the calculated span of the arch rib").

[0130] Example 4

[0131] like Figure 7 As shown, an overall lifting optimization system for an arch bridge includes a parameter optimization module, an intelligent control module, a monitoring module, a data transmission module, a feedback module and a client;

[0132] The parameter optimization module is used to execute the method described in any one of the above embodiments to generate an overall lifting plan for the arch bridge;

[0133] The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized;

[0134] The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization;

[0135] The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual state obtained by the monitoring module with the instruction state, and send the deviation to the feedback module; when the data fed back by the monitoring module has abnormal values, an early warning is issued at the client;

[0136] The feedback module is used to resend the deviation to the intelligent control module;

[0137] The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

[0138] Example 5

[0139] like Figure 8As shown, an overall lifting optimization device for an arch bridge includes at least one processor, a memory connected to the at least one processor, and at least one input-output interface connected to the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor so that the at least one processor can execute the overall lifting optimization method for an arch bridge described in the above embodiment. The input-output interface may include a display, a keyboard, a mouse, and a USB interface for inputting and outputting data.

[0140] Those skilled in the art can understand that: all or part of the steps of implementing the above-mentioned method embodiment can be completed by hardware related to program instructions, and the aforementioned program can be stored in a computer-readable storage medium. When the program is executed, it executes the steps of the above-mentioned method embodiment; and the aforementioned storage medium includes: mobile storage devices, read-only memories (ROM), magnetic disks or optical disks, etc. Various media that can store program codes.

[0141] When the above-mentioned integrated unit of the present invention is implemented in the form of a software functional unit and sold or used as an independent product, it can also be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the embodiment of the present invention can be essentially or partly reflected in the form of a software product that contributes to the prior art. The computer software product is stored in a storage medium, including several instructions for a computer device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the methods described in each embodiment of the present invention. The aforementioned storage medium includes: various media that can store program codes, such as mobile storage devices, ROMs, magnetic disks, or optical disks.

[0142] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for optimizing the overall lifting of an arch bridge, characterized in that: The following steps are involved: S1: Establish an overall lifting optimization finite element model of the arch bridge considering the construction stage according to the design drawings of the arch bridge to be optimized; S2: Initialize the overall lifting parameters of the finite element model; let the tower lifting point position node group number be j, and the temporary horizontal tie anchor point node group number be i, and calculate the displacement influence matrix of each construction stage under each group i and j working conditions; The overall lifting parameters of the arch bridge include the lifting point position j, the temporary tie rod anchor point position i and the temporary horizontal tie rod force; the initial values ​​of i and j are 1, and j<=m, i<=n, m is the theoretical maximum node group of the tower lifting point position, and n is the theoretical maximum node group of the temporary horizontal tie rod anchor point; the displacement influence matrix includes the temporary horizontal tie rod force influence amount and the dead load influence amount; S3: Substitute the displacement influence matrix into the optimization model to obtain the optimal bridge alignment corresponding to the working condition; determine whether the bridge alignment meets the preset requirements, and store the corresponding arch bridge overall lifting parameters in the data set when the requirements are met; S4: Determine the size relationship between i and j; When j<m, i<n, i=i+1, enter S2; When j<m, i=n, i=1, j=j+1, enter S2; When j=m, the tower construction quantities corresponding to the overall lifting parameters of each group of arch bridges in the data set are calculated, and the overall lifting parameters of the arch bridge corresponding to the lowest tower construction quantity are output.

2. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The finite element model includes structural parameters, material parameters, boundary conditions, load conditions and construction stages; The structural parameters include arch bridge node and unit information; The material parameters include mechanical properties of the material used for the arch bridge to be optimized; The boundary conditions include support conditions and constraint types; The load conditions include deadweight, live load, wind load and temperature change; The construction stages are composed of assigning structural parameters, boundary conditions and load condition information to different structural groups, boundary groups and load groups respectively, including the support assembly stage, the overall lifting stage, the joint closure stage, the cable loosening and the support release stage; each construction stage includes different structural group, boundary group and load group information respectively; the structural group includes a tower lifting point position node group and a temporary horizontal tie rod anchor point node group.

3. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The temporary horizontal tie rod force influence amount includes the temporary horizontal tie rod force influence amount M in the lifting state. 1,x The temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z The constant load influence includes the constant load influence C of the lifting state 1,x And the constant load influence C of the completed bridge state n,z .

4. The method for optimizing the overall lifting of an arch bridge according to claim 3, characterized in that: The displacement influence matrix in S2 is calculated and obtained by inputting the tower lifting point position node group serial number, the temporary horizontal tie rod anchor point node group serial number and the finite element model into the finite element software.

5. The method for optimizing the overall lifting of an arch bridge according to claim 4, characterized in that: The S3 comprises the following steps: S31: Calculate the vertical deformation of the lifting section closure under the action of unit temporary horizontal tie rod force and the vertical deformation of the lifting section closure under the action of constant load, and correct the influence of horizontal tie rod force on the bridge state M n,z The influence of the constant load on the bridge state C n,z ; S32: Calculate the deformation of the arch bridge once it falls off the frame, recorded as the target line shape u t ; S33: The temporary horizontal tie rod force influence amount M of the lifting state 1,x , the temporary horizontal tie force in the completed bridge state affects the influence quantity M n,z , the constant load influence C in the lifting state 1,x , the constant load influence quantity C of the completed bridge state n,z Substitute it into the pre-designed optimization model to obtain the corresponding bridge line shape u n,z ; S34: Calculate the bridge line shape u n,z With the target linear shape u t When the infinite norm value is less than a preset threshold, the overall lifting parameter of the arch bridge is stored in the data set.

6. The method for optimizing the overall lifting of an arch bridge according to claim 5, characterized in that: The optimization model uses the temporary horizontal tie rod force T as the design variable x, the mechanical model between the temporary horizontal tie rod force, the influence quantity and the displacement u as the state variable, and the temporary horizontal tie rod force, the lifting section joint excluding the longitudinal deviation u of the control point as the state variable. 1,x As a constraint condition, the bridge line shape u n,z With the target line u t The vector 2-norm of the deviation is used as the optimization objective function; Its expression is: State variables: Constraints: Initial value: x0 = T0, T0 = M l,x (-C l,x ) Objective function: f(x) = min||u n,z -u t ||, Where T0 is the initial value of the temporary horizontal tie force, is the longitudinal deviation of the arch foot joint. To increase the longitudinal displacement of the segment joint, M 1,x is the influence of temporary horizontal tie rod force on lifting state, (-C l,x is the influence of the constant load in the lifting state, M n,z is the influence of temporary horizontal tie force on the completed bridge state, C n,z is the influence of the dead load in the completed bridge state.

7. The method for optimizing the overall lifting of an arch bridge according to claim 1, characterized in that: The tower construction work volume is calculated based on the tower structure corresponding to the overall lifting parameters of each group of arch bridges, including material consumption, labor time and equipment quantity.

8. An overall lifting optimization system for an arch bridge, characterized in that: It includes parameter optimization module, intelligent control module, monitoring module, data transmission module, feedback module and client; The parameter optimization module is used to execute the method described in any one of claims 1 to 7 to generate an overall lifting plan for the arch bridge; The intelligent control module is used to execute control instructions according to the overall lifting plan of the arch bridge, and control the lifting rate and lifting stroke of the arch bridge to be optimized; The monitoring module includes an environmental status monitoring unit, a structural status monitoring unit and a lifting synchronization status monitoring unit; the environmental status monitoring unit is used to monitor wind direction, wind speed and temperature in real time; the structural status monitoring unit is used to monitor tower deviation, arch rib stress, tower stress and horizontal cable force; the lifting synchronization status monitoring unit is used to monitor lifting force and synchronization; The data transmission and analysis module is used to collect, transmit and analyze data; compare and analyze the actual state obtained by the monitoring module with the command state, and send the deviation to the feedback module; When the data fed back by the monitoring module shows abnormal values, an early warning is issued at the client; The feedback module is used to resend the deviation to the intelligent control module; The client is used to input control instructions from staff and display the real-time status of the arch bridge to be optimized.

9. An overall lifting and optimization device for an arch bridge, characterized in that: It includes at least one processor and a memory communicatively connected to the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor so that the at least one processor can execute the method described in any one of claims 1 to 7.

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