A calculation method for prefabricated structure beam layout based on global optimal solution calculation model

Abstract

The present invention discloses a prefabricated structure beam layout calculation method based on a global optimal solution calculation model, comprising extracting bridge data, route data, and beam layout methods; adopting different beam layout calculation methods under different environments to construct a mathematical model for selecting prefabricated beam layout schemes; calculating the bow height value of each span in units of joints according to different main beam types; classifying and judging the relationship between the bow height value and the guardrail adjustment value and the cantilever adjustment value when the fulcrum is offset or not offset; calculating the relationship between the bow height value after increasing the wet joint width and the guardrail adjustment value and the cantilever adjustment value when the beam layout conditions cannot be met; adjusting the layout of the main beam according to different judgment results, and realizing the layout of the prefabricated beams on complex curves according to the global optimal principle. The present invention can quickly and accurately calculate a reasonable prefabricated beam bridge layout method, adapt to parallel or non-parallel bridge models, and calculate the cantilever or wet joint adjustment value when the beam is laid out on a curve.

Description

Technical Field

[0001] The present invention relates to the technical field of highway bridges, and in particular to a prefabricated structure beam layout calculation method based on a global optimal solution calculation model. Background Art

[0002] With the advancement of digitalization in my country and the deepening of engineering digitization, more and more projects are using digital software for bridge design. However, in the calculation of precast beam layout, straight beams and broken lines are often used to adapt to curved routes. In this regard, a reasonable and feasible method is urgently needed to address existing problems. First, the layout of precast beams in curved sections is influenced by many factors, including the type of precast beam, the radius of the curve, the longitudinal length of the precast beam, the width of the cantilever, the offset layout of the piers, and the installation method of the guardrail to adapt to the curve. These factors can be flexibly combined to produce different solutions, resulting in a high degree of flexibility and complexity in the selection of beam layout solutions for different routes. Second, current manual calculation methods often only use a single iteration, that is, beam layout is based solely on bow height calculation, without considering subsequent beam layout options. This objectively does not achieve the optimal beam layout solution. The greatest difficulty in precast beam layout lies in selecting the optimal beam layout solution for different road sections and beam types, with the goal of reducing cantilever variations and the amount of wet joint concrete used. Summary of the Invention

[0003] In order to solve the problems existing in the prior art, the purpose of the present invention is to provide a prefabricated structure beam layout calculation method based on a global optimal solution calculation model, which can quickly and accurately calculate the reasonable prefabricated beam bridge layout, adapt to parallel or non-parallel bridge models, and calculate the cantilever or wet joint adjustment value when the beam is laid out in a curve; it can realize the accurate calculation of the beam layout position and wet joint width at any angle in the project, and better meet the calculation requirements of the prefabricated beam layout.

[0004] In order to achieve the above-mentioned purpose, the present invention adopts the following technical measures: a prefabricated structure beam layout calculation method based on a global optimal solution calculation model, comprising the following steps:

[0005] S1. Obtain the bridge edge line, alignment design line, main beam type, main beam parameters, beam layout settings, start and end pile numbers and span expressions, and basic intersection angle data;

[0006] S2. Calculate the bow height L according to different main beam types;

[0007] S3, calculating the bow height value Li of the i-th span in units of span, and calculating the bow height Li of each span in a joint in sequence;

[0008] S4. Determine whether the maximum bow height L in the link is less than the guardrail adjustment value t. If it is less than t, no calculation is required and beams are directly laid out. If L>t, proceed to S5.

[0009] S5. Determine whether the main beam support is allowed to move horizontally. If the support is allowed to move horizontally and the bow height after the move is less than the guardrail adjustment value t, the beam can be arranged by moving the support horizontally. If the bow height after the move is greater than t or the main beam support is not allowed to move horizontally, enter S6.

[0010] S6, judging whether the cantilever adjustment is allowed, if the cantilever adjustment is allowed, then widening the cantilever to arrange the beam and outputting the result; if it exceeds the cantilever adjustment value range or the cantilever adjustment is not allowed, then entering S7;

[0011] S7. Determine whether wet joint adjustment is allowed. If wet joint adjustment is not allowed, beam placement fails. If wet joint adjustment is allowed, beam placement is performed by increasing the wet joint width between main beams and outputting the result. If the wet joint width exceeds the maximum wet joint value after the increase, beam placement is performed according to the maximum wet joint value.

[0012] Optionally, in step S1, the bridge edge line is the left and right side contour line of the actual bridge, the route design line is the actual route design line, the main beam type includes hollow slab, T beam and small box beam, the main beam parameters include the main beam width, the cantilever width of the side beam, and the number of main beams, the beam layout settings include the allowable range of wet joints, the adjustment range of cast-in-place sections, the guardrail adjustment value, whether the overall lateral movement is allowed, whether the widening of wet joints is allowed, and whether the widening of cantilever is allowed. The start and end pile numbers and the span expression are used as a way to locate the bridge, and the bridge intersection angle is used to distinguish the skew angle of the span line at each pier position. According to the above scheme influencing factors and the calculated bow height value, a scheme selection mathematical model is established as shown in formula (1):

[0013] PBA={DA,TA,TRA,RA,WA,WRA} Formula (1)

[0014] Where: PBA is the precast beam layout design scheme; DA is the direct beam layout scheme; TA is the transverse beam layout scheme; TRA is the translation and cantilever adjustment scheme; RA is the cantilever adjustment beam layout scheme; WA is the wet joint addition beam layout scheme; WRA is the wet joint addition and cantilever adjustment beam layout scheme.

[0015] Optionally, in step S2, the type of main beam to be calculated needs to be distinguished. When the main beam is a hollow slab, the parallel beam arrangement method is used, and the bow height value used in the calculation is the maximum distance between the design line secant line and the route design line;

[0016] When the main beam is a T-beam or a small box beam, the fan-shaped beam layout method is adopted, and the bow height value used in the calculation is the maximum bow distance between the left and right side lines of the bridge and the design secant line.

[0017] Optionally, in step S3, it is necessary to calculate the bow height values ​​L1, L2, L3...L of each span in a link according to the main beam type. n .

[0018] Optionally, in step S4, the maximum bow height value in the link is found, and according to the bow height value L max Arrange beams based on the relationship between the guardrail adjustment value t;

[0019] L max =max(L 左 ,L 右 ) Formula (2)

[0020]

[0021] Where:

[0022] L 左 ——left arch height;

[0023] L 右 ——right side arch height;

[0024] L max ——The maximum value of the left and right arch height values;

[0025] DA——direct beam arrangement scheme;

[0026] other——other schemes except direct beam layout scheme;

[0027] t——Guardrail adjustment value.

[0028] Optionally, in step S5, it is necessary to determine whether the main beam support is allowed to move laterally according to the beam arrangement setting, and calculate the lateral movement distance of each span support according to the bow height value calculated in step S4, and then perform the beam arrangement determination. The specific method is as follows;

[0029] (1) Read the beam layout rules and determine whether the main beam support point is allowed to move horizontally;

[0030] (2) If the lateral movement of the support point is allowed, the lateral movement distance of the support point at each span line is calculated based on the bow height value of each span. The calculation formula for the lateral movement distance is as follows:

[0031] Δd n =(L i +L i+1 ) / 4 formula (4)

[0032] Where:

[0033] Δd n ——the distance that the support point at the nth span line moves laterally toward the outside of the curve;

[0034] Li ——the i-th span, that is, the bow height value of the span before the n-th span line;

[0035] L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line;

[0036] (3) Calculate the bow height of each span after the fulcrum is moved horizontally, L′1, L′2, L′3...L′ m ;

[0037] (4) Determine the relationship between the maximum bow height value in a joint and the guardrail adjustment value t, and select the beam layout model according to formula (5);

[0038]

[0039] Where:

[0040] TA——Transverse beam arrangement scheme;

[0041] other——other solutions except the horizontal beam layout solution;

[0042] L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span;

[0043] t——Guardrail adjustment value.

[0044] Optionally, in step S6, it is necessary to determine whether the cantilever adjustment is allowed in the beam arrangement setting and whether the fulcrum has been moved horizontally, and use an appropriate bow height value to determine the beam arrangement. The specific method is as follows;

[0045] (1) Read the beam layout rules and determine whether the cantilever adjustment is allowed;

[0046] (2) If the cantilever adjustment is allowed, determine whether the fulcrum has been moved horizontally. If it has been moved horizontally, the bow height value L' after the horizontal movement is used; if it has not been moved horizontally, the bow height value L is used;

[0047] (3) Determine the relationship between the sum of the guardrail adjustment value t and the cantilever adjustment value c and the bow height at this time, and select the beam layout model according to formula (6);

[0048]

[0049] Where:

[0050] RA——Adjust the cantilever beam layout plan;

[0051] TRA——Translation and adjustment of cantilever scheme;

[0052] other——other options except the above beam layout options;

[0053] L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span;

[0054] t——guardrail adjustment value;

[0055] c——Cantilever adjustment value.

[0056] Optionally, in step S7, beam arrangement needs to be performed based on whether adjustment of wet joints is allowed in the beam arrangement settings. The specific method is as follows:

[0057] (1) Read the beam layout rules to determine whether adjustment of wet joints is allowed;

[0058] (2) If adjustment of wet joints is allowed, calculate the increased width of each wet joint according to formulas (7) and (8);

[0059] ΔW n =(L i +L i+1 ) / 2 formula (7)

[0060] ΔD n =ΔW n / k Formula (8)

[0061] Where:

[0062] ΔW n ——Total increased width of wet joint at the nth span line;

[0063] ΔD n ——The width of each wet joint at the nth span line needs to be increased;

[0064] L i ——the i-th span, that is, the bow height value of the span before the n-th span line;

[0065] L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line;

[0066] K——Number of wet joints at the nth span line;

[0067] (3) Determine whether the wet joint exceeds the limit value after the increase. If it exceeds the limit value, calculate the maximum value of the wet joint, as shown in formula (9):

[0068]

[0069] Where:

[0070] D′ n ——the increased width of the wet joint at the nth span line;

[0071] ΔDn ——The width of each wet joint at the nth span line needs to be increased;

[0072] D n ——the wet joint width at the nth span line;

[0073] D max ——The maximum value of the wet joint at the nth span line;

[0074] (5) Calculate the bow height L after the wet joint is widened i '', judge the relationship between the guardrail adjustment value t, the cantilever adjustment value c and the bow height value at this time, and select the beam layout model according to formula (10);

[0075]

[0076] WA——Add wet joint beam layout scheme;

[0077] WRA - Added wet joints and adjusted cantilever beam layout;

[0078] L i ''——the bow height of each span after the wet joint is widened, where i represents the i-th span;

[0079] t——guardrail adjustment value;

[0080] c——Cantilever adjustment value.

[0081] From the above, the most critical problem in beam layout calculation is to solve the problem of arranging straight beams on curved sections. However, due to the gap between the curve and the straight line, various beam layout methods are needed to solve the problem. Figure 7 The missing portion between the dashed line and the left contour line is shown. In the present invention, steps S2 and S3 are key. Based on the bow height L calculated in S2 and S3, the degree of concavity of the curve segment in which the span is located can be calculated, thereby determining which beam layout method can be used. Furthermore, in beam layout calculations, manual calculations typically use a single method, resulting in an inability to obtain the optimal solution. Computer calculations, while combining multiple methods, can easily fall into infinite iterations of multiple calculations. Steps S4-S7 address this issue, and the above algorithm can solve this problem within a finite number of calculations.

[0082] Compared with existing technologies, the present invention offers the following benefits and advantages: By establishing a mathematical model for scheme selection, this method rapidly constructs the beam placement calculation logic for different road sections, beam types, and schemes, yielding the optimal solution for each beam's placement. It can also rapidly and accurately calculate reasonable precast beam bridge layouts, adapting to parallel or non-parallel bridge models, and calculating cantilever or wet joint adjustment values ​​for curved beam layouts. The present invention enables precise calculation of beam placement positions and wet joint widths at any angle in engineering projects, better meeting the computational requirements for precast beam placement. BRIEF DESCRIPTION OF THE DRAWINGS

[0083] Figure 1 This is a flowchart of the method of the present invention.

[0084] Figure 2 This is a schematic diagram of the design line bow height value;

[0085] Figure 3 This is a schematic diagram of the sideline arch height value;

[0086] Figure 4 This is a schematic diagram for calculating the inner bow height;

[0087] Figure 5 This is a diagram for calculating the left and right bow heights;

[0088] Figure 6 Schematic diagram for calculating the offset value of beam layout points at each span line;

[0089] Figure 7 This is a schematic diagram of the arrangement of straight beams on a curved section. DETAILED DESCRIPTION

[0090] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0091] A calculation method for prefabricated structure beam layout based on the global optimal solution calculation model, such as Figure 1 As shown, the steps are as follows:

[0092] S1. Obtain basic data such as bridge edge line, route design line, main beam type, main beam parameters, beam layout settings, start and end pile numbers and span expressions, intersection angles, etc.

[0093] In step S1, the bridge edge line is the left and right side contour line of the actual bridge, the route design line is the actual route design line, the main beam types include hollow slab, T beam and small box beam, the main beam parameters include the main beam width, the cantilever width of the side beam, the number of main beams, the beam layout settings include the allowable range of wet joints, the adjustment range of cast-in-place sections, the guardrail adjustment value, whether the overall lateral movement is allowed, whether the widening of wet joints is allowed, and whether the widening of cantilever is allowed. The start and end pile numbers and span expressions are used as a way to locate the bridge, and the bridge intersection angle is used to distinguish the skew angle of the span line at each pier position. According to the above scheme influencing factors and the calculated bow height value, a scheme selection mathematical model is established as shown in formula (1):

[0094] PBA={DA,TA,TRA,RA,WA,WRA} Formula (1)

[0095] Where: PBA is the precast beam layout design scheme; DA is the direct beam layout scheme; TA is the transverse beam layout scheme; TRA is the translation and cantilever adjustment scheme; RA is the cantilever adjustment beam layout scheme; WA is the wet joint addition beam layout scheme; WRA is the wet joint addition and cantilever adjustment beam layout scheme.

[0096] S2. Calculate the bow height L according to different main beam types;

[0097] In step S2, it is necessary to distinguish the type of main beam to be calculated. When the main beam is a hollow slab, the parallel beam method is used. The bow height value used in the calculation is the maximum distance between the design line secant line and the route design line. For example, Figure 2 As shown;

[0098] When the main beam is a T beam or a small box beam, the fan-shaped beam arrangement method is used. The bow height value used in the calculation is the maximum bow distance between the left and right sides of the bridge and the design secant line, such as Figure 3 shown.

[0099] S3. Calculate the bow height value Li of the i-th span (from the 1st span to the n-th span) in units of spans, and calculate the bow height Li of each span in a joint in sequence;

[0100] In step S3, it is necessary to calculate the bow height values ​​L1, L2, L3...L of each span in a unit according to the main beam type. n ,like Figure 4 shown.

[0101] S4. Determine whether the maximum bow height value L in the link is less than or equal to the guardrail adjustment value t. If it is less than or equal to t, no calculation is required and beams are directly laid out. If L>t, proceed to S5.

[0102] In step S4, the maximum bow height value in the link is found, and according to the bow height value L max The beams are arranged in relation to the guardrail adjustment value t, such as Figure 5 As shown;

[0103] L max =max(L 左 ,L 右 ) Formula (2)

[0104]

[0105] Where:

[0106] L 左 ——Left side arch height value, reference Figure 3 ;

[0107] L 右 ——Right side arch height value, reference Figure 3 ;

[0108] L max ——The maximum value of the left and right arch height values;

[0109] DA——direct beam arrangement scheme;

[0110] other——other schemes except direct beam layout scheme;

[0111] t——Guardrail adjustment value.

[0112] S5. Determine whether the main beam support is allowed to move horizontally. If the support is allowed to move horizontally and the bow height after the move is less than the guardrail adjustment value t, the beam can be arranged by moving the support horizontally. If the bow height after the move is greater than t or the main beam support is not allowed to move horizontally, enter S6.

[0113] In step S5, it is necessary to determine whether the main beam support is allowed to move horizontally in the beam layout setting, and calculate the horizontal movement distance of each span support according to the bow height value calculated in step S4, such as Figure 6 As shown, the beam layout is then judged, and the specific method is as follows;

[0114] (1) Read the beam layout rules and determine whether the main beam support point is allowed to move horizontally;

[0115] (2) If the lateral movement of the support point is allowed, the lateral movement distance of the support point at each span line is calculated based on the bow height value of each span. The calculation formula for the lateral movement distance is as follows:

[0116] Δd n =(L i +L i+1 ) / 4 formula (4)

[0117] Where:

[0118] Δd n ——the distance that the support point at the nth span line moves laterally toward the outside of the curve;

[0119] Li ——the i-th span, that is, the bow height value of the span before the n-th span line;

[0120] L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line;

[0121] (3) Calculate the bow height of each span after the fulcrum is moved horizontally, L′1, L′2, L′3...L′ m , where m represents the mth span;

[0122] (4) Determine the relationship between the maximum bow height value in a joint and the guardrail adjustment value t, and select the beam layout model according to formula (5);

[0123]

[0124] Where:

[0125] TA——Transverse beam arrangement scheme;

[0126] other——other solutions except the horizontal beam layout solution;

[0127] L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span;

[0128] t——Guardrail adjustment value.

[0129] S6, judging whether the cantilever adjustment is allowed, if the cantilever adjustment is allowed, then widening the cantilever to arrange the beam and outputting the result; if it exceeds the cantilever adjustment value range or the cantilever adjustment is not allowed, then entering S7;

[0130] In step S6, it is necessary to determine whether the cantilever adjustment is allowed in the beam arrangement setting and whether the fulcrum has been moved horizontally, and use the appropriate bow height value to determine the beam arrangement. The specific method is as follows;

[0131] (1) Read the beam layout rules and determine whether the cantilever adjustment is allowed;

[0132] (2) If the cantilever adjustment is allowed, determine whether the fulcrum has been moved horizontally. If it has been moved horizontally, the bow height value L' after the horizontal movement is used; if it has not been moved horizontally, the bow height value L is used;

[0133] (3) Determine the relationship between the sum of the guardrail adjustment value t and the cantilever adjustment value c and the bow height at this time, and select the beam layout model according to formula (6);

[0134]

[0135] Where:

[0136] RA——Adjust the cantilever beam layout plan;

[0137] TRA——Translation and adjustment of cantilever scheme;

[0138] other——other options except the above beam layout options;

[0139] L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span;

[0140] t——guardrail adjustment value;

[0141] c——Cantilever adjustment value.

[0142] S7. Determine whether wet joint adjustment is allowed. If not, beam placement fails and the boundary conditions must be adjusted before re-placement. If wet joint adjustment is allowed, beams are placed by increasing the width of wet joints between main beams and the result is output. If the increased wet joint exceeds the maximum wet joint value, beam placement is performed based on the maximum wet joint value.

[0143] In step S7, beams need to be laid out according to whether wet joint adjustment is allowed in the beam laying settings. The specific method is as follows:

[0144] (1) Read the beam layout rules to determine whether adjustment of wet joints is allowed;

[0145] (2) If adjustment of wet joints is allowed, calculate the increased width of each wet joint according to formulas (7) and (8);

[0146] ΔW n =(L i +L i+1 ) / 2 formula (7)

[0147] ΔD n =ΔW n / k Formula (8)

[0148] Where:

[0149] ΔW n ——Total increased width of wet joint at the nth span line;

[0150] ΔD n ——The width of each wet joint at the nth span line needs to be increased;

[0151] L i ——the i-th span, that is, the bow height value of the span before the n-th span line;

[0152] L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line;

[0153] K——Number of wet joints at the nth span line;

[0154] (3) Determine whether the wet joint exceeds the limit value after the increase. If it exceeds the limit value, calculate the maximum value of the wet joint, as shown in formula (9):

[0155]

[0156] Where:

[0157] D′ n ——the increased width of the wet joint at the nth span line;

[0158] ΔD n ——The width of each wet joint at the nth span line needs to be increased;

[0159] D n ——the wet joint width at the nth span line;

[0160] D max ——The maximum value of the wet joint at the nth span line;

[0161] (4) Calculate the bow height L after the wet joint is widened i '', judge the relationship between the guardrail adjustment value t, the cantilever adjustment value c and the bow height value at this time, and select the beam layout model according to formula (10);

[0162]

[0163] Where:

[0164] WA——Add wet joint beam layout scheme;

[0165] WRA - Added wet joints and adjusted cantilever beam layout;

[0166] L i ''——the bow height of each span after the wet joint is widened, where i represents the i-th span;

[0167] t——guardrail adjustment value;

[0168] c——Cantilever adjustment value.

[0169] The above description is only a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be understood by anyone familiar with the technology within the technical scope disclosed by the present invention should be included in the scope of the present invention.

Claims

1. A method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model, characterized in that: The following steps are involved: S1. Obtain the bridge edge line, alignment design line, main beam type, main beam parameters, beam layout settings, start and end pile numbers and span expressions, and basic intersection angle data; S2. Calculate the bow height L according to different main beam types; S3, calculating the bow height value Li of the i-th span in units of span, and calculating the bow height Li of each span in a joint in sequence; S4. Determine whether the maximum bow height L in the link is less than the guardrail adjustment value t. If it is less than t, no calculation is required and beams are directly laid out. If L>t, proceed to S5. S5. Determine whether the main beam support is allowed to move horizontally. If the support is allowed to move horizontally and the bow height after the move is less than the guardrail adjustment value t, the beam can be arranged by moving the support horizontally. If the bow height after the move is greater than t or the main beam support is not allowed to move horizontally, enter S6. S6, judging whether the cantilever adjustment is allowed, if the cantilever adjustment is allowed, then widening the cantilever to arrange the beam and outputting the result; if it exceeds the cantilever adjustment value range or the cantilever adjustment is not allowed, then entering S7; S7. Determine whether wet joint adjustment is allowed. If wet joint adjustment is not allowed, beam placement fails. If adjustment of wet joints is allowed, beams are arranged by increasing the width of wet joints between main beams and the result is output. If the increase in wet joints exceeds the maximum wet joint value, beams are arranged according to the maximum wet joint value.

2. The method for calculating beam layout of prefabricated structures based on the global optimal solution calculation model according to claim 1, characterized in that: In step S1, the bridge edge line is the left and right side contour line of the actual bridge, the route design line is the actual route design line, the main beam types include hollow slab, T beam and small box beam, the start and end pile numbers and span expressions are used as the way to locate the bridge, the bridge intersection angle is used to distinguish the skew angle of the span line at each pier position, the main beam parameters include the main beam width, the cantilever width of the side beam, and the number of main beams. The beam layout settings include the allowable range of wet joints, the adjustment range of cast-in-place sections, the guardrail adjustment value, whether to allow overall transverse movement, whether to allow widening of wet joints, and whether to allow widening of cantilever. Based on the above scheme influencing factors and the calculated bow height value, a scheme selection mathematical model is established as shown in formula (1): PBA={DA, TA, TRA, RA, WA, WRA} Formula (1) Where: PBA is the precast beam layout design scheme; DA is the direct beam layout scheme; TA is the transverse beam layout scheme; TRA is the translation and cantilever adjustment scheme; RA is the cantilever adjustment beam layout scheme; WA is the wet joint addition beam layout scheme; WRA is the wet joint addition and cantilever adjustment beam layout scheme.

3. The method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model according to claim 1, characterized in that: In step S2, it is necessary to distinguish the type of main beam to be calculated. When the main beam is a hollow slab, the parallel beam method is used, and the bow height value used in the calculation is the maximum distance between the design line secant line and the route design line. When the main beam is a T-beam or a small box beam, the fan-shaped beam layout method is adopted, and the bow height value used in the calculation is the maximum bow distance between the left and right side lines of the bridge and the design secant line.

4. The method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model according to claim 1, characterized in that: In step S3, it is necessary to calculate the bow height values ​​L1, L2, L3...L of each span in a unit according to the main beam type. n .

5. The calculation method for prefabricated structure beam arrangement based on the global optimal solution calculation model according to claim 1 is characterized in that: In step S4, the maximum bow height value in the link is found, and according to the bow height value L max Arrange beams based on the relationship between the guardrail adjustment value t; L max =max(L 左 , L 右 ) Formula (2) Where: L 左 ——left arch height; L 右 ——right side arch height; L max ——The maximum value of the left and right arch height values; DA——direct beam arrangement scheme; other——other schemes except direct beam layout scheme; t——Guardrail adjustment value.

6. The method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model according to claim 1, characterized in that: In step S5, it is necessary to determine whether the main beam support point is allowed to move laterally according to the beam layout setting, and calculate the lateral movement distance of each span support point based on the bow height value calculated in step S4, and then make the beam layout determination. The specific method is as follows; (1) Read the beam layout rules and determine whether the main beam support point is allowed to move horizontally; (2) If the lateral movement of the support point is allowed, the lateral movement distance of the support point at each span line is calculated based on the bow height value of each span. The calculation formula for the lateral movement distance is as follows: Δd n =(L i +L i+1 ) / 4 formula (4) Where: Δd n ——the distance that the support point at the nth span line moves laterally toward the outside of the curve; L i ——the i-th span, that is, the bow height value of the span before the n-th span line; L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line; (3) Calculate the bow height of each span after the fulcrum is moved horizontally, L′1, L′2, L′3...L′ m ; (4) Determine the relationship between the maximum bow height value in a joint and the guardrail adjustment value t, and select the beam layout model according to formula (5); Where: TA——Transverse beam arrangement scheme; other——other solutions except the horizontal beam layout solution; L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span; t——Guardrail adjustment value.

7. The method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model according to claim 1, characterized in that: In step S6, it is necessary to determine whether the cantilever adjustment is allowed in the beam arrangement setting and whether the fulcrum has been moved horizontally, and use the appropriate bow height value to determine the beam arrangement. The specific method is as follows; (1) Read the beam layout rules and determine whether the cantilever adjustment is allowed; (2) If the cantilever adjustment is allowed, determine whether the fulcrum has been moved horizontally. If it has been moved horizontally, the bow height value L' after the horizontal movement is used; if it has not been moved horizontally, the bow height value L is used; (3) Determine the relationship between the sum of the guardrail adjustment value t and the cantilever adjustment value c and the bow height at this time, and select the beam layout model according to formula (6); Where: RA——Adjust the cantilever beam layout plan; TRA——Translation and adjustment of cantilever scheme; other——other options except the above beam layout options; L i '——the bow height of each span after the fulcrum is moved horizontally, where i represents the i-th span; t——guardrail adjustment value; c——Cantilever adjustment value.

8. The method for calculating beam layout of prefabricated structures based on a global optimal solution calculation model according to claim 1, characterized in that: In step S7, beams need to be laid out according to whether wet joint adjustment is allowed in the beam laying settings. The specific method is as follows: (1) Read the beam layout rules to determine whether adjustment of wet joints is allowed; (2) If adjustment of wet joints is allowed, calculate the increased width of each wet joint according to formulas (7) and (8); ΔW n =(L i +L i+1 ) / 2 formula (7) ΔD n =ΔW n / k official(8) Where: ΔW n ——Total increased width of wet joint at the nth span line; ΔD n ——The width of each wet joint at the nth span line needs to be increased; L i ——the i-th span, that is, the bow height value of the span before the n-th span line; L i+1 ——the i+1th span, that is, the bow height of the span after the nth span line; K——Number of wet joints at the nth span line; (3) Determine whether the wet joint exceeds the limit value after the increase. If it exceeds the limit value, calculate the maximum value of the wet joint, as shown in formula (9): Where: D′ n ——the increased width of the wet joint at the nth span line; ΔD n ——The width of each wet joint at the nth span line needs to be increased; D n ——the wet joint width at the nth span line; D max ——The maximum value of the wet joint at the nth span line; (4) Calculate the bow height L after the wet joint is widened i '', judge the relationship between the guardrail adjustment value t, the cantilever adjustment value c and the bow height value at this time, and select the beam layout model according to formula (10); Where: WA——Add wet joint beam layout scheme; WRA - Added wet joints and adjusted cantilever beam layout; L i ''——the bow height of each span after the wet joint is widened, where i represents the i-th span; t——guardrail adjustment value; c——Cantilever adjustment value.

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