Concrete arch bridge structure optimization method, device, equipment and medium

Abstract

The invention provides a concrete arch bridge structure optimization method, device and equipment and a medium, relates to the technical field of concrete arch bridges, and aims at solving the technical problems that an existing arch bridge is small in span, large in arch rib weight and long in construction time. By optimizing the arch axis and the cross section area of the arch rib, an arch rib finished bridge is only pressed but not bent, the whole section of the whole arch basically reaches the maximum strength allowed by materials under the action of the most unfavorable load, stress-free closure is achieved by planning and solving the cable force of the buckle cable, the influence of system conversion on the internal force state of the finished bridge is eliminated, and the safety of the finished bridge is improved. And a prefabricated segment assembling and erecting process and high-strength materials are adopted, so that the aims of light weight and rapid erecting are achieved, and the beneficial effects that the number of beam segments erected on site is small, the operation speed is high, and the risk is small are achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of concrete arch bridges, and in particular, to a method, device, equipment and medium for optimizing the structure of a concrete arch bridge. Background Technique

[0002] The cantilever erection concrete arch bridge, as a bridge type with large spanning capacity, high stiffness and economical material use, is a frequently selected bridge type in the current main span range of 80 - 500m, especially suitable for mountain valley terrains. Its structural forms include general cantilever erection concrete arch bridges and other similar structural forms such as steel truss composite arch bridges. In the process of forming an arch, any structural form generally requires the use of a buckling tower and stay cables to assist in force bearing. Since the internal force state of the arch rib during operation always controls the structural dimensions of the arch bridge, the optimization degree of the conventional internal force state is limited, and the material strength is not fully utilized, resulting in a very large weight of the formed arch and a very large scale of the buckling auxiliary system, making the process of forming an arch both dangerous and uneconomical.

[0003] The solutions to this problem by traditional methods usually optimize the arch axis as much as possible by using the five - point coincidence method, or limit the span of the arch bridge, or use a stiff steel skeleton to form an arch, or replace the concrete web with a steel truss, etc. However, this solution still has the following defects: First, the span of the conventional cantilever erection arch bridge limits the span, and the vast majority are controlled within 300m; Second, for arch bridges with a span of more than 400m, the method of using a stiff skeleton to form an arch first is adopted, that is, the stiff skeleton is closed first, and then the arch ring concrete is poured on the stiff skeleton. Although it reduces the weight and time of forming an arch, it increases the weight of the concrete arch rib after the later formation while increasing the stiffness of the stiff skeleton, and the concrete of this method can only be cast in - situ, and often needs to be cast and loaded layer by layer, with a long construction time, numerous processes, a very large amount of high - altitude operation work, and a very high construction risk; Third, replacing the concrete web with a steel truss can improve the flexural stiffness of the arch rib, but the overall stress state of the arch rib has not been significantly optimized, the material consumption is still not low, and the purpose of reducing the weight of the arch rib cannot be achieved. Summary of the Invention

[0004] In view of this, the purpose of the present invention is to provide a method, device, equipment and medium for optimizing the structure of a concrete arch bridge, so as to alleviate the technical problems of small span, large weight of the arch rib and long construction time of the existing arch bridges.

[0005] In the first aspect, the present invention provides a method for optimizing the structure of a concrete arch bridge, including:

[0006] Obtain the arch foot position of the arch bridge and the longitudinal section of the bridge line;

[0007] Based on the springing position and the longitudinal section of the line, an initial arch bridge model is obtained, and the initial arch bridge model is optimized to obtain the target arch axis; among them, the absolute value of the dead load crown moment of the optimized initial arch bridge model is equal to the absolute value of the dead load springing moment.

[0008] The arch rib in the initial arch bridge model is segmented to obtain multiple arch rib segments, and based on the catenary form-finding calculation, the arch axis coordinate values corresponding to each arch rib segment are obtained.

[0009] Based on the arch axis coordinate values corresponding to each arch rib segment, the axial compression deformation amount corresponding to each arch rib segment is obtained, and based on the axial compression deformation amount and the axial force, the actual manufacturing length of the arch rib corresponding to each arch rib segment is determined.

[0010] Based on the compression deformation amount of the arch rib and the current axial force, the envelope stress corresponding to each arch rib segment is obtained.

[0011] Based on the arch rib material and the envelope stress, the maximum allowable dead load stress corresponding to each arch rib segment is determined, and according to the maximum allowable dead load stress, the cross-sectional area of each arch rib segment is updated.

[0012] Based on the updated cross-sectional area of each arch rib segment, the actual manufacturing length of the arch rib corresponding to each arch rib segment, and the initial arch bridge model, a target arch bridge model is obtained.

[0013] Optionally, based on the springing position and the longitudinal section of the line, an initial arch bridge model is obtained, and the initial arch bridge model is optimized to obtain the target arch axis, including:

[0014] Based on the springing position and the longitudinal section of the line, the rise-span ratio is determined.

[0015] Based on the springing position and the rise-span ratio, an iterative optimization operation is performed until it is determined that the first iteration termination condition is met. Based on the intermediate arch axis output when the last optimization operation is performed, it is used as the target arch axis; among them, the optimization operation includes: based on the springing position and the rise-span ratio, an initial arch axis is obtained; based on the initial arch axis and the springing position, an initial arch bridge model is obtained; based on the initial arch bridge model, the cross-sectional area of the arch rib is determined; based on the cross-sectional area of the arch rib, the dead load crown moment and the dead load springing moment of the arch rib are determined, where the arch axis is the initial arch axis when the optimization operation is first performed, and is the intermediate arch axis output by the previous optimization operation when the optimization operation is not performed for the first time.

[0016] Optionally, the first iteration termination condition is that the absolute values of the dead load crown moment and the dead load springing moment are equal.

[0017] Optionally, based on the catenary form-finding calculation, the coordinate values of the arch axis corresponding to each arch rib segment are obtained, including:

[0018] Segment each arch rib segment to obtain multiple nodes, and determine the initial coordinate values of each node;

[0019] Based on the initial coordinate values of each node, iteratively perform the form-finding calculation operation until, when the second iteration termination condition is satisfied, based on the intermediate coordinate values output during the last execution of the form-finding calculation operation as the target coordinate values of each node; wherein, performing the form-finding calculation operation includes: based on each node, determining the length of the arch rib element; wherein, an arch rib element is a beam segment between two nodes as an arch rib element; based on the concrete unit weight, determining the self-weight of the arch rib element, and determining the total load of each node; based on the total load of each node, determining the horizontal reaction force and vertical reaction force at the arch foot position; based on the coordinates of the arch foot position and the horizontal reaction force and vertical reaction force at the arch foot position, obtaining the intermediate coordinate values of each node; wherein, the coordinate values are the initial coordinate values when the form-finding calculation operation is performed for the first time, and are the intermediate coordinate values output during the previous execution of the form-finding calculation operation when it is not the first time;

[0020] Based on the target coordinate values of each node, determine the arch axis coordinate values corresponding to each arch rib segment.

[0021] Optionally, the second iteration termination condition is that the tolerance between the initial coordinate values and the intermediate coordinate values is less than the preset tolerance.

[0022] Optionally, based on the arch rib material and the envelope stress, determine the maximum allowable stress of the dead load corresponding to each arch rib segment, and update the cross-sectional area of each arch rib segment according to the maximum allowable stress of the dead load, and further includes:

[0023] Based on the updated cross-sectional area of each arch rib segment, iteratively perform the form-finding calculation operation until, when the allowable stress of the material corresponding to each arch rib segment is equal to the maximum allowable stress of the material, take the intermediate coordinate values output during the last execution of the form-finding calculation operation as the target coordinate values of each node.

[0024] Optionally, the method further includes:

[0025] Based on the target cross-sectional area and multiple arch rib segments, obtain a large cantilever state model, and determine a pair of stay cables corresponding to each arch rib segment;

[0026] Based on the bending moment generated by the unit tension of each stay cable, the rotation angles and relative displacements at both ends of the closure joint, obtain an influence matrix;

[0027] Based on the bending moment generated by the self-weight and axial compression deformation of each arch rib segment, the rotation angles and relative displacements at both ends of the closure joint, obtain a column vector;

[0028] Based on the influence matrix, the column vector and the relative displacement matrix, determine the cable force vector matrix;

[0029] Based on the cable force vector matrix, determine the cable force of each stay cable.

[0030] In a second aspect, the present invention provides a device for optimizing the structure of a concrete arch bridge, including:

[0031] A data acquisition unit for acquiring the arch foot position of the arch bridge and the longitudinal section of the bridge alignment of the arch bridge;

[0032] An arch bridge design unit for obtaining an initial arch bridge model based on the arch foot position and the longitudinal section of the bridge alignment, and optimizing the initial arch bridge model to obtain a target arch axis; wherein, the absolute value of the dead load arch crown bending moment of the optimized initial arch bridge model is equal to the absolute value of the dead load arch foot bending moment;

[0033] A bending moment optimization unit for segmenting the arch ribs in the initial arch bridge model to obtain multiple arch rib segments, and obtaining the arch axis coordinate values corresponding to each arch rib segment based on the catenary form-finding calculation; based on the arch axis coordinate values corresponding to each arch rib segment, obtaining the axial compression deformation amount corresponding to each arch rib segment, and determining the actual manufacturing length of each arch rib segment based on the axial compression deformation amount and the axial force;

[0034] An arch rib section optimization unit for obtaining the envelope stress corresponding to each arch rib segment based on the compression deformation amount of the arch rib and the current axial force; determining the maximum allowable dead load stress corresponding to each arch rib segment based on the arch rib material and the envelope stress, and updating the cross-sectional area of each arch rib segment according to the maximum allowable dead load stress;

[0035] An arch bridge forming unit for obtaining a target arch bridge model based on the updated cross-sectional area of each arch rib segment, the actual manufacturing length of each arch rib segment corresponding thereto, and the initial arch bridge model.

[0036] In a third aspect, the present invention further provides an electronic device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, the above-mentioned method for optimizing the structure of a concrete arch bridge is implemented.

[0037] In a fourth aspect, the present invention further provides a computer-readable storage medium storing computer instructions, and when the computer instructions are executed by a processor, the above-mentioned method for optimizing the structure of a concrete arch bridge is implemented.

[0038] A method, device, equipment and medium for optimizing the structure of a concrete arch bridge provided by an embodiment of the present invention optimize the arch axis and the cross-sectional area of the arch rib, so that the arch rib is only under compression and not under bending when the bridge is completed, and the maximum strength allowed by the material is basically achieved in the entire cross-section of the entire arch under the action of the most unfavorable load. And by programming and solving the cable force of the stay cables, stress-free closure is realized, the influence of system conversion on the internal force state of the completed bridge is eliminated, and the prefabricated segment assembly erection process and high-strength materials are adopted to achieve the goals of lightweight and rapid erection, and the beneficial effects of fewer on-site erection beam segments, fast operation speed and low risk.

[0039] To make the above objects, features and advantages of the present invention more obvious and understandable, the following specifically enumerates preferred embodiments and, in conjunction with the accompanying drawings, makes a detailed description as follows. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following will briefly introduce the drawings required for use in the embodiments. It should be understood that the following drawings only show some embodiments of the present invention, and therefore should not be regarded as limiting the scope. For those of ordinary skill in the art, without creative efforts, other related drawings can also be obtained based on these drawings.

[0041] Figure 1 Shows a schematic flow chart of a method for optimizing the structure of a concrete arch bridge provided by an embodiment of the present invention;

[0042] Figure 2 Shows a schematic flow chart of the process of optimizing the initial arch bridge model provided by an embodiment of the present invention;

[0043] Figure 3 Shows a schematic diagram of the optimized initial arch bridge model provided by an embodiment of the present invention;

[0044] Figure 4 Shows a schematic diagram of the loads at the bottom of each column in the initial arch bridge model provided by an embodiment of the present invention;

[0045] Figure 5 Shows a schematic flow chart of determining the arch axis coordinate values corresponding to each arch rib segment provided by an embodiment of the present invention;

[0046] Figure 6 Shows a schematic diagram of calculating the horizontal reaction force H and the vertical reaction force V at the arch foot position according to the external force balance provided by an embodiment of the present invention;

[0047] Figure 7 Shows a schematic diagram of back-calculating the coordinates of each node according to the node force balance provided by an embodiment of the present invention;

[0048] Figure 8Shows a schematic diagram of the inclination angle between the arch foot and the arch rib unit provided by the embodiments of the present invention;

[0049] Figure 9 Shows a schematic diagram of the large cantilever model provided by the embodiments of the present invention;

[0050] Figure 10 Shows a schematic diagram of the live load envelope stress provided by the embodiments of the present invention;

[0051] Figure 11 Shows a schematic diagram of the upper edge of the most unfavorable envelope stress of the dead and live loads provided by the embodiments of the present invention;

[0052] Figure 12 Shows a schematic diagram of the lower edge of the most unfavorable envelope stress of the dead and live loads provided by the embodiments of the present invention;

[0053] Figure 13 Shows a schematic diagram of the structure of a concrete arch bridge structure optimization device provided by the embodiments of the present invention;

[0054] Figure 14 Shows a schematic diagram of the structure of an electronic device provided by the embodiments of the present invention. Detailed implementation manners

[0055] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Apparently, the described embodiments are only some of the embodiments of the present invention, rather than all of the embodiments. Usually, the components of the embodiments of the present invention described and illustrated herein can be arranged and designed in various different configurations. Therefore, the detailed description of the embodiments of the present invention provided in the accompanying drawings herein is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative efforts fall within the scope of protection of the present invention.

[0056] Figure 1 Provides a schematic flow chart of a concrete arch bridge structure optimization method for the embodiments of the present invention. As Figure 1 shown, the method at least includes the following steps:

[0057] Step 110, obtain the arch foot position of the arch bridge and the longitudinal profile of the bridge line.

[0058] In the embodiments of the present application, according to factors such as the terrain and water level of the constructed arch bridge, the arch foot position of the arch bridge is determined. Generally, it is required that the arch foot position is above the water level.

[0059] The longitudinal profile of the arch bridge is usually in the shape of a parabola or a catenary, and the specific shape depends on the designed shape of the arch bridge.

[0060] Step 120: Based on the arch springing position and the longitudinal profile of the line, obtain the initial arch bridge model, and optimize the initial arch bridge model to obtain the target arch axis. Among them, the absolute value of the dead load bending moment at the crown of the optimized initial arch bridge model is equal to the absolute value of the dead load bending moment at the arch springing.

[0061] In order to make the arch bridge structure more stable, the stress distribution more uniform, and improve the utilization effect of materials, in the embodiments of the present application, the initial arch bridge model is optimized. Specifically, as Figure 2 shown, the process of optimizing the initial arch bridge model provided by the embodiments of the present application is as follows:

[0062] Step 121: Based on the arch springing position and the longitudinal profile of the line, determine the rise-span ratio.

[0063] Among them, the conventional value range of the rise-span ratio is 1:4.5 to 1:6. Within the allowable range of the longitudinal profile of the bridge deck line, the larger the value, the more beneficial it is.

[0064] Step 122: Based on the arch springing position and the rise-span ratio, obtain the initial arch axis.

[0065] In the embodiments of the present application, based on the arch springing position and the rise-span ratio, a catenary is initially selected as the initial arch axis, and the initial arch axis coefficient corresponding to the initial arch axis is set. Generally, the initial arch axis coefficient is set to m = 2.0.

[0066] Furthermore, an arc, a hyperbola, or other non-linear curves can be selected as the arch axis. However, generally, a catenary is selected as the arch axis, which can effectively improve the bearing capacity, structural self-stability, and aesthetics of the arch bridge and conform to the principle of mechanical equilibrium.

[0067] Furthermore, based on the initial arch axis, the initial arch axis coefficient, the arch springing position coordinates, and the vertical height from the crown to the arch springing (i.e., the rib rise), the following formula can be used to obtain the coordinates of each point on the initial arch axis:

[0068]

[0069] In the formula, y is the ordinate of the arch axis, f is the rib rise, m is the arch axis coefficient, cosh is the hyperbolic cosine operation, x is the abscissa of the arch axis, L is the span of the arch axis,

[0070] Step 123: Based on the initial arch axis and the arch springing position, obtain the initial arch bridge model.

[0071] In the embodiments of the present application, an initial arch rib can be determined according to the initial arch axis. Based on the horizontal beam and the initial arch rib of the arch bridge, the heights of each column between the horizontal beam and the initial arch rib are determined. Based on the initial arch axis, the initial arch rib, the horizontal beam, and the heights of each column, an initial arch bridge model is obtained. Among them, the arch bridge model in the embodiments of the present application is a finite element model.

[0072] Further, taking the heights of each column and the horizontal beam as a whole, that is, the superstructure of the arch bridge, by separately calculating and optimizing the superstructure of the arch bridge, and taking the bottom of the column as the fixed structure, during the calculation and optimization process, the bottom of the column is relatively fixed to the arch rib, and the height of the column can be finely adjusted.

[0073] Step 124: Determine the cross-sectional area of the arch rib based on the initial arch bridge model.

[0074] Among them, based on the superstructure of the arch bridge, the cross-sectional area of the arch rib is initially selected according to conventional engineering experience.

[0075] Step 125: Determine the dead load crown moment value and the dead load springing moment value of the arch rib based on the cross-sectional area of the arch rib.

[0076] In the embodiments of the present application, based on the determined cross-sectional area of the arch rib, the dead load internal force of the arch rib is calculated according to the once-completed bridge, where the dead load internal force of the arch rib includes the dead load crown moment and the dead load springing moment.

[0077] Step 126: Optimize the initial arch axis based on the dead load crown moment value and the dead load springing moment value of the arch rib to obtain an intermediate arch axis.

[0078] Step 127: Determine whether the first iteration termination condition is satisfied; if so, execute Step 128, if not, return to Step 122, where the first iteration termination condition is that the absolute value of the dead load crown moment value is equal to the absolute value of the dead load springing moment value; the arch axis is the initial arch axis when the optimization operation is first executed, and is the intermediate arch axis output by the previous execution of the optimization operation when the optimization operation is not executed for the first time.

[0079] Step 128: Take the intermediate arch axis output during the last execution of the optimization operation as the target arch axis.

[0080] Specifically, after obtaining the dead load crown moment value and the dead load springing moment value of the arch rib according to the cross-sectional area of the arch rib, compare the absolute value of the dead load crown moment value and the absolute value of the dead load springing moment value. If the absolute value of the dead load crown moment value is not equal to the absolute value of the dead load springing moment value, adjust the arch axis coefficient corresponding to the arch axis to obtain a new arch axis and arch axis coefficient, and optimize the initial arch bridge model based on the new arch axis until the absolute value of the dead load crown moment value is equal to the absolute value of the dead load springing moment value, and obtain the optimized initial arch bridge model and the target arch axis corresponding to the initial arch bridge model.

[0081] In the embodiment of the present application, an optimization operation is performed by adjusting the arch axis coefficient to determine the arch axis line, so as to obtain an initial arch bridge model that meets the current arch bridge design, as Figure 3 shown, and the target arch axis line is used as the initial value for the next step.

[0082] Step 130: Segment the arch ribs in the initial arch bridge model to obtain multiple arch rib segments, and based on the cable - shape finding calculation, obtain the arch axis coordinate values corresponding to each arch rib segment.

[0083] Among them, based on the initial arch bridge model, determine the bottom loads of each column in the initial arch bridge model, as Figure 4 shown, and based on the preset segmentation rule, subdivide the arch ribs to obtain multiple arch rib segments, and determine the cross - sectional area of each arch rib according to engineering experience. Among them, the preset segmentation rule generally sets 10 - 20m as one segment. Although the finer the segmentation, the more uniform the final stress, but too many segments will lead to overly cumbersome formwork production during bridge construction. The formwork production is a temporary support structure for concrete pouring and shaping.

[0084] As Figure 5 shown, in the present application, the process of obtaining the arch axis coordinate values corresponding to each arch rib segment based on the cable - shape finding calculation is as follows:

[0085] Step 131: Segment each arch rib segment to obtain multiple nodes, and determine the initial coordinate values of each node.

[0086] In the embodiment of the present application, first, divide each arch rib segment according to the preset step size to obtain multiple nodes. Then, according to the target arch axis line, the initial coordinate values (x i , y i ) of each node can be determined. For example, the initial coordinate value of the x - node is calculated with a step size of 1m (i.e., x i+1 = x i + 1), where i represents the i - th node.

[0087] Step 132: Based on the initial coordinate values of each node, determine the arch rib element length; among them, an arch rib element is a beam segment between two nodes as an arch rib element.

[0088] In the embodiment of the present application, the arch rib element length D i is obtained through the following formula:

[0089]

[0090] Step 133: Based on the unit weight of concrete, determine the self - weight of the arch rib element and determine the total load of each node.

[0091] In the embodiment of the present application, the self-weight of the arch rib unit is obtained through the following formula:

[0092] G i =γA i D i

[0093] In the formula, G i is the self-weight, γ is the unit weight of concrete, and A i is the cross-sectional area corresponding to the arch rib unit.

[0094] Furthermore, according to the following formula, the total load Q(x i ) received by each node is calculated:

[0095]

[0096] In the formula, P(x i ) is the load of the upper column on the arch corresponding to the arch rib unit. Among them, if there is no column in the current arch rib unit, the value of this column load is 0.

[0097] Step 134: Based on the total load of each node, determine the horizontal reaction force and vertical reaction force at the arch foot position.

[0098] In the embodiment of the present application, according to the external force balance, the horizontal reaction force H and vertical reaction force V at the arch foot position are calculated, as Figure 6 shown:

[0099] Among them, from the vertical force balance, it can be obtained:

[0100] From the balance of the external force moment about the crown of the arch, it can be obtained: Among them, f is the rise of the arch rib.

[0101] Step 135: Based on the coordinates of the arch foot position and the horizontal reaction force and vertical reaction force at the arch foot position, obtain the intermediate coordinate values of each node.

[0102] In the embodiment of the present application, starting from the arch foot, the coordinates (x i ′, y i ′) of each node are calculated by inverse calculation according to the node force balance one by one, where the coordinates of the arch foot are (x0, y0). The inclination angle between the arch foot and the first arch rib unit is then y1′ = y0′ + tan(θ0) * (x2′ - x1′), as Figure 7 shown, and thus y1′ can be calculated. Similarly, for the i-th node, knowing tan(θ i ), from the fact that there is no horizontal component force in the external load of each node, the horizontal component force of the i - 1 node From the balance of the vertical component force at node i, it can be known that From this, it can be obtained that As Figure 8 shown. Thus, y i+1 ′ = y i ′ + tan(θ i+1 ) * (x i+1 ′ - x i ′), and the coordinates of all nodes are obtained in sequence. The node coordinates are the intermediate coordinates of each node.

[0103] Step 136: Determine whether the second iteration termination condition is satisfied; if so, execute Step 137, if not, return to Step 132, where the second iteration termination condition is that the tolerance between the initial coordinate value and the intermediate coordinate value is less than the preset tolerance; the coordinate value is the initial coordinate value when the form-finding calculation operation is performed for the first time, and is the intermediate coordinate value output by the previous form-finding calculation operation when the form-finding calculation operation is not performed for the first time;

[0104] Step 137: Based on the intermediate coordinate values of each node output by the last form-finding calculation operation, the target coordinate values of each node are obtained.

[0105] In the embodiment of the present application, the intermediate coordinates of each node are calculated according to Steps 132 to 135. According to the difference between the initial coordinate value and the intermediate coordinate value of the node, the difference and the preset tolerance are compared. If the difference is greater than the preset tolerance, the initial coordinate value is replaced with the intermediate coordinate value, and based on the replaced intermediate coordinate value as the initial coordinate value of a new round of iteration, the coordinate value of the node is re-determined until the difference between the initial coordinate value and the intermediate coordinate value of the node is less than the preset tolerance, and the obtained intermediate coordinate value is the target coordinate value of the node.

[0106] Among them, the difference between the initial coordinate value and the intermediate coordinate value of the node is δ = |y i ′ - y i |. Generally, the preset tolerance can be set to 1×10 -10 m.

[0107] Step 138: Based on the target coordinate values of each node, determine the arch axis coordinate values corresponding to each arch rib segment.

[0108] In the embodiment of the present application, according to the target coordinate values of each node in each arch rib segment, the arch axis coordinate values corresponding to each arch rib segment are obtained by using interpolation or finite element software.

[0109] For example, taking a certain deck arch bridge as an example: the span is 420m, the bridge width is 10m. After the calculation of the superstructure, the column bottom load P(x) is as shown in Table 1 below:

[0110]

[0111] Step 140: Based on the arch axis coordinate values corresponding to each arch rib segment, obtain the axial compression deformation amount corresponding to each arch rib segment, and determine the actual manufacturing length of each arch rib segment based on the axial compression deformation amount and the axial force.

[0112] In the embodiment of the present application, the axial compression deformation amount Δ corresponding to each arch rib segment is obtained through the following formula i :

[0113]

[0114] In the formula, ε is the strain of the node, and E is the elastic modulus.

[0115] Furthermore, first, according to the initial arch bridge model, the theoretical manufacturing length of each arch rib segment can be determined. Then, based on the axial compression deformation amount and the theoretical manufacturing length corresponding to each arch rib segment, the actual manufacturing length of each arch rib segment can be obtained. Finally, replace each arch rib segment in the initial arch bridge model with the actual manufacturing length of each arch rib segment to obtain an arch bridge model in which the dead load bending moment should be basically 0 in the completed bridge state of the arch rib.

[0116] Step 150: Based on the compression deformation amount of the arch rib and the current axial force, obtain the envelope stress corresponding to each arch rib segment.

[0117] In the embodiment of the present application, based on the arch bridge model in which the dead load bending moment should be basically 0, the finite element algorithm is used to calculate the envelope stress corresponding to each arch rib segment under the action of live loads such as vehicles, wind, and temperature. Generally, the positive and negative values of the live load envelope stress are equal, and the maximum envelope stress of the arch rib segment is denoted as

[0118] Step 160: Based on the arch rib material and the envelope stress, determine the maximum allowable dead load stress corresponding to each arch rib segment, and update the cross-sectional area of each arch rib segment according to the maximum allowable dead load stress.

[0119] In order to ensure that the arch rib is only under compression in the completed bridge state, the entire arch rib section reaches the maximum allowable stress of the material under the envelope of dead and live loads, and make full use of the strength of high-strength materials. The concrete grade for manufacturing the arch rib can be determined according to engineering experience. Generally, high-strength concrete with a grade of C80 or above is used to reduce the self-weight.

[0120] Furthermore, first, based on the arch bridge model in which the dead load bending moment should be basically 0, the allowable stress of the arch rib concrete material can be set as [σ] = 0.5f according to the current bridge code ck , and then, based on the allowable maximum stress [σ] of the material and the maximum envelope stress Back-calculate the maximum allowable dead load stress That is Finally, readjust the cross-sectional area of the arch rib according to the maximum allowable stress of the dead load, and ensure that the maximum allowable stress of the material for each arch rib segment is less than the maximum allowable stress of the dead load, that is:

[0121]

[0122] In the embodiment of the present application, in step 160, according to the maximum allowable stress of the dead load, update the cross-sectional area of each arch rib segment. After that, it further includes:

[0123] Based on the updated cross-sectional area of each arch rib segment, iteratively perform the form-finding calculation operation until it is determined that the allowable stress of the material corresponding to each arch rib segment is equal to the maximum allowable stress of the material. At this time, take the intermediate coordinate values output during the last execution of the form-finding calculation operation as the target coordinate values of each node.

[0124] Specifically, according to the updated cross-sectional area of each arch rib segment, perform the cable form-finding calculation in step 130 above to obtain the arch axis coordinate values corresponding to each arch rib segment until the stress of each arch rib segment reaches the maximum allowable stress of the material smoothly and uniformly by using the finite element algorithm.

[0125] For example, perform iterative calculations with the initial catenary of m = 2.1. The arch rib adopts a box section, with an inner contour size of 4.1m × 5.7m, and the wall thickness is taken as 30 - 60cm according to experience. The material is selected as C90 concrete, with a unit weight of 25kN / m3 and an elastic modulus of 3.45×104MPa. The allowable stress is slightly surplus at 0.5fck, taking 25.5MPa. Iterate according to the above steps to obtain the arch axis coordinates as shown in Table 2 below:

[0126]

[0127]

[0128]

[0129]

[0130]

[0131]

[0132] Step 170: Obtain the target arch bridge model based on the updated cross-sectional area of each arch rib segment and the initial arch bridge model.

[0133] In the embodiment of the application, based on the cross-sectional area of the last updated arch rib segment, the target coordinate values corresponding to each arch rib segment, and the initial arch bridge model in step 160, obtain the target arch bridge model.

[0134] An optimization method for a concrete arch bridge structure provided by an embodiment of the present application optimizes the arch axis of the initial arch bridge model by making the absolute values of the dead load crown moment and the arch springing moment equal, and optimizes the cross-sectional area of the arch rib through cable-suspended shape finding calculation and axial compression deformation, so that the arch rib is only under compression in the completed bridge state; by making the arch rib only under compression in the completed bridge state, the entire section of the arch rib reaches the maximum allowable stress of the material under the envelope of the dead and live loads, and the entire cross-section of the entire arch basically reaches the maximum strength allowable by the material under the most unfavorable load, so as to make full use of the strength of high-strength materials; by segmenting the arch axis to obtain multiple arch rib segments, and adopting precast structures for the arch rib segments, the high strength of the concrete is guaranteed in terms of quality, and the number of on-site erected beam segments is small, the operation speed is fast, and the risk is small.

[0135] In the embodiment of the present application, the target arch bridge model is obtained through steps 110 to 170. Since the cantilever construction process of a concrete arch bridge usually goes through stages of large cantilever state - closure - removal of the stay cables, among which, the system transformation process will directly affect the completed bridge state.

[0136] In order to eliminate the influence of the system transformation, it is necessary to adjust the stay cable forces to achieve stress-free closure, and the specific process is as follows:

[0137] Step 210: Based on the target cross-sectional area and multiple arch rib segments, obtain the large cantilever state model and determine a pair of stay cables corresponding to each arch rib segment.

[0138] In the embodiment of the present application, based on the cross-sectional area of the arch rib and the segmented arch rib segments in the target arch bridge model obtained in the above steps, a large cantilever state model is established, and a pair of stay cables corresponding to each arch rib segment is determined, where a pair of stay cables includes two stay cables.

[0139] Step 220: Based on the bending moment generated by the unit tension of each stay cable, the rotation angles and relative displacements at both ends of the closure joint, obtain the influence matrix.

[0140] Among them, as Figure 9 shown, obtain the bending moments Ma, Mb, Mc, Md at the arch springing, 1 / 8 point, 1 / 4 point, and 3 / 8 point and the rotation angles Ry and relative displacement Dx at both ends of the closure joint generated by the unit tensile force of each stay cable, and obtain the influence matrix {K}.

[0141] Step 230: Based on the bending moment generated by the self-weight and axial compression deformation of each arch rib segment, the rotation angles and relative displacements at both ends of the closure joint, obtain the column vector.

[0142] Among them, obtain the bending moments Ma, Mb, Mc, Md at the arch springing, 1 / 8 point, 1 / 4 point, 3 / 8 point and the rotation angles Ry and relative displacement Dx at both ends of the closure joint generated by the self-weight of each arch rib segment and the arch rib compression compensation amount, and obtain the column vectors {G}, {C}.

[0143] Step 240: Determine the cable force vector matrix based on the influence matrix, column vector, and relative displacement matrix.

[0144] Among them, assuming the cable force vector is {T}, then {D} = {K}{T} + {G} + {C}.

[0145] Step 250: Determine the cable force of each stay cable based on the cable force vector matrix.

[0146] Among them, with the element Ry = 0, Dx = -Δ c / 2, max{|Ma|, |Mb|, |Mc|, |Md|} < M0 in {D}, solve to obtain the cable force value of each stay cable.

[0147] Furthermore, based on the closure segment compression compensation amount Δ c and the maximum allowable bending moment value M0 in the large cantilever state, determine the cable force value of each stay cable by trial calculation with the goal of not causing tensile stress in the arch rib. After determining the cable force value of each stay cable through the above calculation, theoretically, the internal force state of the completed bridge after system conversion is basically the same as that of the once-completed bridge, achieving the goal of eliminating the influence of system conversion.

[0148] For example, divide the arch rib into 8 segments, calculate the live load envelope stress as Figure 10 shown, and iteratively calculate the wall thickness of each segment of the arch rib according to the above method as shown in Table 3 below:

[0149]

[0150]

[0151] Establish a large cantilever model, plan and solve the cable force of the stay cables with the goal of stress-free closure, and finally obtain the upper edge and Figure 11 the lower edge as shown in the most unfavorable envelope of the permanent and live loads in the operating state. From Figure 12 and Figure 11 and Figure 12 it can be seen that the stresses on the upper and lower edges of the entire cross-section of the arch rib uniformly reach more than 25 Mpa, approaching the allowable value of 25.5 Mpa. The material strength is fully utilized. The total weight of the arch rib calculated by this method is about 18,000 t, which is about 7,000 t lighter than the conventional method of 25,000 t, and the effect is obvious.

[0152] A concrete arch bridge structure optimization method provided by an embodiment of the present application, through a lightweight arch rib hanging and auxiliary erection system, has a small scale and good economy during the construction process of the arch bridge, and can extend the economic span value of the traditional bridge type in a conventional concrete arch bridge to more than 400 m.

[0153] Figure 13The present invention provides a structural schematic diagram of an optimization device for a concrete arch bridge structure. As Figure 13 shown, the device includes:

[0154] A data acquisition unit 310, configured to acquire the arch springing position of the arch bridge and the longitudinal profile of the bridge alignment;

[0155] An arch bridge design unit 320, configured to obtain an initial arch bridge model based on the arch springing position and the longitudinal profile of the bridge alignment, and optimize the initial arch bridge model to obtain a target arch axis; wherein, the absolute value of the dead load crown moment of the optimized initial arch bridge model is equal to the absolute value of the dead load springing moment;

[0156] A moment optimization unit 330, configured to segment the arch ribs in the initial arch bridge model to obtain multiple arch rib segments, and obtain the arch axis coordinate values corresponding to each arch rib segment based on the catenary form-finding calculation; based on the arch axis coordinate values corresponding to each arch rib segment, obtain the axial compression deformation amount corresponding to each arch rib segment, and determine the actual manufacturing length of each arch rib segment based on the axial compression deformation amount and the axial force;

[0157] An arch rib section optimization unit 340, configured to obtain the envelope stress corresponding to each arch rib segment based on the compression deformation amount and the current axial force of the arch rib; determine the maximum allowable dead load stress corresponding to each arch rib segment based on the arch rib material and the envelope stress, and update the cross-sectional area of each arch rib segment according to the maximum allowable dead load stress;

[0158] An arch bridge forming unit 350, configured to obtain a target arch bridge model based on the updated cross-sectional area of each arch rib segment, the actual manufacturing length of each arch rib segment corresponding to each arch rib segment, and the initial arch bridge model.

[0159] In an alternative embodiment, the arch bridge design unit 320 is further configured to:

[0160] Determine the rise-span ratio based on the arch springing position and the longitudinal profile of the bridge alignment; perform an iterative optimization operation based on the arch springing position and the rise-span ratio until it is determined that the first iteration termination condition is met, and based on the intermediate arch axis output during the last execution of the optimization operation as the target arch axis; wherein, the optimization operation includes: obtaining an initial arch axis based on the arch springing position and the rise-span ratio; obtaining an initial arch bridge model based on the initial arch axis and the arch springing position; determining the cross-sectional area of the arch rib based on the initial arch bridge model; determining the dead load crown moment and the dead load springing moment of the arch rib based on the cross-sectional area of the arch rib, wherein the arch axis is the initial arch axis during the first execution of the optimization operation, and is the intermediate arch axis output during the previous execution of the optimization operation during non-first execution of the optimization operation.

[0161] In an alternative embodiment, the first iteration termination condition is that the absolute values of the dead load crown moment and the dead load springing moment are equal.

[0162] In an alternative embodiment, the bending moment optimization unit 330 is further configured to:

[0163] Segment each arch rib segment to obtain multiple nodes, and determine the initial coordinate values of each node; based on the initial coordinate values of each node, iteratively perform a form-finding calculation operation until when it is determined that the second iteration termination condition is satisfied, based on the intermediate coordinate values output during the last execution of the form-finding calculation operation as the target coordinate values of each node; wherein, performing the form-finding calculation operation includes: based on each node, determining the length of the arch rib element; wherein, an arch rib element is a beam segment between two nodes as an arch rib element; based on the unit weight of concrete, determining the self-weight of the arch rib element, and determining the total load of each node; based on the total load of each node, determining the horizontal reaction force and vertical reaction force at the arch foot position; based on the coordinates at the arch foot position and the horizontal reaction force and vertical reaction force at the arch foot position, obtaining the intermediate coordinate values of each node; wherein, the coordinate values are the initial coordinate values when the form-finding calculation operation is performed for the first time, and are the intermediate coordinate values output during the previous execution of the form-finding calculation operation when the form-finding calculation operation is not performed for the first time; based on the target coordinate values of each node, determining the arch axis coordinate values corresponding to each arch rib segment.

[0164] In an alternative embodiment, the second iteration termination condition is that the tolerance between the initial coordinate values and the intermediate coordinate values is less than a preset tolerance.

[0165] In an alternative embodiment, the arch rib section optimization unit 340 is further configured to:

[0166] Based on the updated cross-sectional area of each arch rib segment, iteratively perform a form-finding calculation operation until when it is determined that the allowable stress of the material corresponding to each arch rib segment is equal to the maximum allowable stress of the material, taking the intermediate coordinate values output during the last execution of the form-finding calculation operation as the target coordinate values of each node.

[0167] In an alternative embodiment, the device further includes:

[0168] A cable force value determination unit 360, configured to obtain a large cantilever state model based on the target cross-sectional area and multiple arch rib segments, and determine a pair of stay cables corresponding to each arch rib segment; obtain an influence matrix based on the bending moment generated by the unit tension of each stay cable, the rotation angles and relative displacements at both ends of the closure gap; obtain a column vector based on the bending moment generated by the self-weight and axial compression deformation of each arch rib segment, the rotation angles and relative displacements at both ends of the closure gap; determine a cable force vector matrix based on the influence matrix, the column vector and the relative displacement matrix; and determine the cable force of each stay cable based on the cable force vector matrix.

[0169] The device provided by the embodiments of the present application has the same implementation principle and the same technical effects as those of the foregoing method embodiments. For the sake of brief description, for the parts not mentioned in the device embodiments, reference may be made to the corresponding contents in the foregoing method embodiments.

[0170] As shown Figure 14 in the figure, an electronic device 600 provided by an embodiment of the present application includes: a processor 601, a memory 602, and a bus. The memory 602 stores machine-readable instructions executable by the processor 601. When the electronic device runs, the processor 601 communicates with the memory 602 through the bus, and the processor 601 executes the machine-readable instructions to perform the steps of the above-mentioned method for optimizing the structure of a concrete arch bridge.

[0171] Specifically, the above-mentioned memory 602 and processor 601 can be general-purpose memory and processor, and no specific limitation is made here. When the processor 601 runs the computer program stored in the memory 602, it can execute the above-mentioned method for optimizing the structure of a concrete arch bridge.

[0172] The processor 601 may be an integrated circuit chip with signal processing capabilities. In the implementation process, each step of the above method can be completed by the integrated logic circuit in the hardware of the processor 601 or instructions in software form. The above-mentioned processor 601 may be a general-purpose processor, including a central processing unit (CPU for short), a network processor (NP for short), etc.; it may also be a digital signal processor (DSP for short), an application specific integrated circuit (ASIC for short), a field-programmable gate array (FPGA for short), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components. It can implement or execute the various methods, steps, and logic block diagrams disclosed in the embodiments of the present application. The general-purpose processor may be a microprocessor or the processor may also be any conventional processor, etc. The steps of the method disclosed in combination with the embodiments of the present application can be directly embodied as being executed by a hardware decoding processor, or executed by a combination of hardware and software modules in the decoding processor. The software module may be located in a mature storage medium in the art such as random access memory, flash memory, read-only memory, programmable read-only memory, or electrically erasable programmable memory, register, etc. This storage medium is located in the memory 602, and the processor 601 reads the information in the memory 602 and combines its hardware to complete the steps of the above method.

[0173] Corresponding to the above concrete arch bridge structure optimization method, an embodiment of the present application further provides a computer-readable storage medium. The computer-readable storage medium stores machine-executable instructions. When the machine-executable instructions are called and run by a processor, the machine-executable instructions cause the processor to run the steps of the above concrete arch bridge structure optimization method.

[0174] The concrete arch bridge structure optimization device provided by an embodiment of the present application can be specific hardware on a device or software or firmware installed on the device. For the device provided by an embodiment of the present application, the implementation principle and the technical effects produced are the same as those of the foregoing method embodiment. For the sake of brief description, for the parts not mentioned in the device embodiment, reference may be made to the corresponding content in the foregoing method embodiment. Those skilled in the art can clearly understand that for the convenience and brevity of description, the specific working processes of the foregoing-described systems, devices, and units can all refer to the corresponding processes in the above method embodiment and will not be repeated here.

[0175] In the embodiments provided by the present application, it should be understood that the disclosed devices and methods can be implemented in other ways. The device embodiments described above are merely illustrative. For example, the division of units is only a logical function division. In actual implementation, there may be other division methods. For another example, multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the displayed or discussed mutual coupling or direct coupling or communication connection may be through some communication interfaces. The indirect coupling or communication connection of devices or units can be in electrical, mechanical or other forms.

[0176] For another example, the flowcharts and block diagrams in the accompanying drawings show the possible architectures, functions, and operations of devices, methods, and computer program products according to multiple embodiments of the present application. In this regard, each block in the flowchart or block diagram may represent a module, a program segment, or a part of code. The module, the program segment, or the part of code contains one or more executable instructions for implementing the specified logical function. It should also be noted that in some alternative implementations, the functions marked in the blocks may occur in a different order than marked in the accompanying drawings. For example, two consecutive blocks can actually be executed substantially in parallel, and they can sometimes be executed in the reverse order, depending on the functions involved. It should also be noted that each block in the block diagram and / or flowchart, as well as the combination of blocks in the block diagram and / or flowchart, can be implemented by a dedicated hardware-based system for performing the specified functions or actions, or can be implemented by a combination of dedicated hardware and computer instructions.

[0177] The unit described as a separation component may or may not be physically separated. The component displayed as a unit may or may not be a physical unit, that is, it may be located in one place or distributed across multiple network units. Some or all of these units can be selected according to actual needs to achieve the purpose of the solution of this embodiment.

[0178] In addition, each functional unit in the embodiments provided in this application can be integrated into one processing unit, or each unit can exist physically alone, or two or more units can be integrated into one unit.

[0179] If the function is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or a part of this technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to enable an electronic device (which can be a personal computer, a server, or a network device, etc.) to execute all or part of the steps of the methods in each embodiment of this application. The aforementioned storage medium includes: various media such as USB flash drives, mobile hard disks, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical discs that can store program codes.

[0180] It should be noted that similar reference numerals and letters denote similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings. In addition, the terms "first", "second", "third", etc. are only used for distinguishing descriptions and cannot be understood as indicating or implying relative importance.

[0181] Finally, it should be noted that: the above embodiments are only specific implementation manners of this application, used to illustrate the technical solution of this application, rather than limiting it. The protection scope of this application is not limited thereto. Although this application has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: any person skilled in the art within the technical scope disclosed in this application can still modify the technical solutions recorded in the foregoing embodiments, or can easily think of changes, or make equivalent replacements for some of the technical features; and these modifications, changes, or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of this application. All should be covered by the protection scope of this application. Therefore, the protection scope of this application should be subject to the protection scope of the claims.

Claims

1. A method for optimizing a concrete arch bridge structure, characterized in that, Including: Obtaining the arch springing positions of the arch bridge and the longitudinal profile of the bridge alignment; Based on the arch springing positions and the longitudinal profile of the bridge alignment, obtaining an initial arch bridge model and optimizing the initial arch bridge model to obtain a target arch axis; wherein, the absolute value of the dead load crown moment of the optimized initial arch bridge model is equal to the absolute value of the dead load arch springing moment; Segmenting the arch ribs in the initial arch bridge model to obtain multiple arch rib segments, and obtaining the arch axis coordinate values corresponding to each arch rib segment based on the catenary form-finding calculation; Based on the arch axis coordinate values corresponding to each arch rib segment, obtaining the axial compression deformation amount and axial force corresponding to each arch rib segment, and determining the actual manufacturing length of each arch rib segment corresponding to each arch rib segment based on the axial compression deformation amount; Based on the compression deformation amount of the arch rib and the current axial force, obtaining the envelope stress corresponding to each arch rib segment; Based on the arch rib material and the envelope stress, determining the maximum allowable dead load stress corresponding to each arch rib segment, and updating the cross-sectional area of each arch rib segment according to the maximum allowable dead load stress; Based on the updated cross-sectional area of each arch rib segment, the actual manufacturing length of each arch rib segment corresponding to each arch rib segment, and the initial arch bridge model, obtaining a target arch bridge model.

2. The concrete arch bridge structure optimization method according to claim 1, characterized in that, Based on the arch springing positions and the longitudinal profile of the bridge alignment, obtaining an initial arch bridge model and optimizing the initial arch bridge model to obtain a target arch axis, including: Determining the rise-span ratio based on the arch springing positions and the longitudinal profile of the bridge alignment; Performing an iterative optimization operation based on the arch springing positions and the rise-span ratio until, when it is determined that the first iteration termination condition is satisfied, using the intermediate arch axis output when the optimization operation is last performed as the target arch axis; wherein, the optimization operation includes: obtaining an initial arch axis based on the arch springing positions and the rise-span ratio; obtaining an initial arch bridge model based on the initial arch axis and the arch springing positions; determining the cross-sectional area of the arch rib based on the initial arch bridge model; determining the dead load crown moment and dead load arch springing moment of the arch rib based on the cross-sectional area of the arch rib, wherein the arch axis is the initial arch axis when the optimization operation is first performed, and is the intermediate arch axis output when the optimization operation is performed last time when the optimization operation is not performed for the first time.

3. A method for optimizing the structure of a concrete arch bridge according to claim 2, characterized in that, The first iteration termination condition is that the absolute values of the dead load crown moment and the dead load arch springing moment are equal.

4. A method for optimizing a concrete arch bridge structure according to claim 1, characterized in that, The obtaining the arch axis coordinate values corresponding to each arch rib segment based on the catenary form-finding calculation includes: Segmenting each arch rib segment to obtain multiple nodes, and determining the initial coordinate values of each node; Based on the initial coordinate values of each of the said nodes, iteratively perform the form-finding calculation operation until, when it is determined that the second iteration termination condition is satisfied, based on the intermediate coordinate values output when the form-finding calculation operation was last performed, take them as the target coordinate values of each of the said nodes; wherein, performing the form-finding calculation operation includes: based on each of the said nodes, determining the length of the arch rib element; wherein, an arch rib element is a beam segment between two of the said nodes; based on the unit weight of concrete, determining the self-weight of the arch rib element and determining the total load of each of the said nodes; based on the total load of each of the said nodes, determining the horizontal reaction force and the vertical reaction force at the arch foot position; based on the coordinates of the arch foot position and the horizontal reaction force and the vertical reaction force at the arch foot position, obtaining the intermediate coordinate values of each of the said nodes; wherein, the coordinate values are the initial coordinate values when the form-finding calculation operation is performed for the first time, and are the intermediate coordinate values output when the form-finding calculation operation was performed the last time when it is not the first time to perform the form-finding calculation operation. Based on the target coordinate values of each of the said nodes, determine the arch axis coordinate values corresponding to each arch rib segment.

5. A method for optimizing the structure of a concrete arch bridge according to claim 4, characterized in that, The second iteration termination condition is that the tolerance between the initial coordinate values and the intermediate coordinate values is less than a preset tolerance.

6. A method for optimizing the structure of a concrete arch bridge according to claim 1, characterized in that, The step of, based on the arch rib material and the envelope stress, determining the maximum allowable stress of the dead load corresponding to each arch rib segment, and updating the cross-sectional area of each arch rib segment according to the maximum allowable stress of the dead load, further includes: Based on the updated cross-sectional area of each arch rib segment, iteratively perform the form-finding calculation operation until, when it is determined that the allowable stress of the material corresponding to each arch rib segment is equal to the maximum allowable stress of the material, take the intermediate coordinate values output when the form-finding calculation operation was last performed as the target coordinate values of each node.

7. A method for optimizing a concrete arch bridge structure according to any one of claims 1-6, characterized in that, It further includes: Based on the target cross-sectional area and multiple arch rib segments, obtain a large cantilever state model and determine a pair of stay cables corresponding to each arch rib segment; Based on the bending moment generated by the unit tension of each stay cable, the rotation angles at both ends of the closure gap and the relative displacement, obtain an influence matrix; Based on the bending moment generated by the self-weight and axial compression deformation of each arch rib segment, the rotation angles at both ends of the closure gap and the relative displacement, obtain a column vector; Based on the influence matrix, the column vector and the relative displacement matrix, determine the cable force vector matrix; Based on the cable force vector matrix, determine the cable force of each stay cable.

8. An optimization device for a concrete arch bridge structure, characterized in that, It includes: An acquisition data unit for acquiring the arch foot position of the arch bridge and the longitudinal profile of the bridge line of the arch bridge; An arch bridge design unit for, based on the arch foot position and the longitudinal profile of the bridge line, obtaining an initial arch bridge model and optimizing the initial arch bridge model to obtain a target arch axis; wherein, the absolute value of the dead load crown bending moment of the optimized initial arch bridge model is equal to the absolute value of the dead load arch foot bending moment. The bending moment optimization unit is used to segment the arch ribs in the initial arch bridge model to obtain multiple arch rib segments, and based on the form-finding calculation of the suspension cable, obtain the arch axis coordinate values corresponding to each arch rib segment; based on the arch axis coordinate values corresponding to each arch rib segment, obtain the axial compression deformation amount corresponding to each arch rib segment, and based on the axial compression deformation amount and the axial force, determine the actual manufacturing length of the arch rib corresponding to each arch rib segment; The arch rib section optimization unit is used to obtain the envelope stress corresponding to each arch rib segment based on the compression deformation amount of the arch rib and the current axial force; based on the arch rib material and the envelope stress, determine the maximum allowable stress of the dead load corresponding to each arch rib segment, and update the cross-sectional area of each arch rib segment according to the maximum allowable stress of the dead load; The arch bridge forming unit is used to obtain the target arch bridge model based on the updated cross-sectional area of each arch rib segment, the actual manufacturing length of the arch rib corresponding to each arch rib segment, and the initial arch bridge model.

9. An electronic device, characterized in that, It includes a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, it implements the concrete arch bridge structure optimization method according to any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer instructions, and when the computer instructions are executed by the processor, it implements the concrete arch bridge structure optimization method according to any one of claims 1-7.

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