A design method and system for the cable length of stay cables based on multiple states and the same target

Abstract

The present invention discloses a method and system for designing the cable length of stay cables based on multiple states and the same target, which relates to the technical field of bridge design. The method includes: S1: establishing a full-bridge spatial finite element calculation model; S2: calculating the stress-free cable lengths of the stay cables under different actual operating states; S3: determining the standard anchor cup adjustment parameter of the tensioning end and the fixed end of the stay cable; S4: calculating the adjustment amount of the stay cable in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state; S5: calculating the maximum adjustment amount of the stay cable in the corresponding operation stage from the theoretical completed bridge target state to each actual operating state; S6: designing the length of the anchor cup at the tensioning end of the stay cable; S7: calculating the exposed amount of the anchor cup at the tensioning end under the construction closure target state and different actual operating states. The present invention solves the problem of insufficient cable length adjustment ability caused by designing the stay cable parameters according to a single state.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge design, and particularly relates to a design method and system for the cable length of a stay cable based on multiple states and the same target. Background Art

[0002] A cable-stayed bridge is a bridge with a cable-stayed structure connecting the cable tower and the main girder. The main girder can be regarded as an elastic continuous beam supported by the stay cables. Under the equilibrium state of the determined load, the linear shape of the main girder deck corresponds to the cable length of the stay cables, that is, there is a mutual relationship among the linear shape of the main girder deck, the load state of the main girder, and the cable length of the stay cables. The load state of the main girder and the cable length of the stay cables are external factors, and the linear shape of the main girder deck is the result of the action. Then, when the load state changes, it is necessary to adjust the cable length of the stay cables to ensure that the linear shape of the main girder deck is in the designed position and to ensure the smoothness of vehicle driving. Therefore, when designing a cable-stayed bridge, it is necessary to clarify the self-weight of the main girder and the secondary dead load, and determine the cable length of the stay cables with the linear shape of the deck in the designed position as the target. Currently, the cable length of the stay cables of cable-stayed bridges is designed according to this method. However, in the actual process, due to certain differences between the designed load and the implemented load of the main girder, manufacturing and installation errors of the main girder, concrete shrinkage and creep, etc., there are differences between the linear shape of the main girder of the completed bridge and the designed position. When the adjustment amount of the cable length of the stay cables is insufficient, it will lead to poor smoothness of vehicle driving or take measures such as adjusting the bridge deck paving to finely fit according to the actual linear shape of the main girder of the completed bridge, with cumbersome processes and affecting the timely opening of the bridge.

[0003] According to the requirements of the technical conditions standard for the hot-extruded polyethylene high-strength steel wire stay cables of cable-stayed bridges, the finished stay cable consists of components such as the cable body, anchor fittings (anchor cup, anchor ring, connecting cylinder), etc. The cable manufacturing factory has standardized the adjustable structure section of the stay cable length, that is, the anchor cup length. That is, the anchor section lengths of the stay cables of cable-stayed bridges with spans of 100m and 1000m are the same, which is theoretically feasible. However, with the development of transportation construction, the span of highway cable-stayed bridges has leaped from about 400m to the 1000m level. When the differences between the designed and implemented loads of the main girder, manufacturing and installation errors, concrete shrinkage and creep, etc. have a more significant impact on the linear shape of the main girder of the completed bridge as the span increases, it is urgent to solve the problem from the source when designing the cable length of the stay cables.

[0004] With the rapid development of high-speed railways in China, at the same time, a number of large-span cable-stayed bridges for high-speed railways have been completed and put into operation one after another. The span has rapidly developed from 504m at the beginning to 1092m, achieving remarkable achievements. However, in addition to the same influencing factors as those of highway cable-stayed bridges, the linear shape of the bridge deck of railway cable-stayed bridges also has the situation that for multi-track ballasted railways, there are railway reserved lines and the overall layout of high-speed railways, while the track system is constructed and opened in phases, and the discreteness of ballast is large (taking a four-track pure railway cable-stayed bridge as an example, the ballast is continuously tamped and compacted with the operation and maintenance, and the unit weight of the ballast ranges from 17kN / m 3 to 21kN / m 3The characteristic of a range causing about 6% change in the secondary dead weight intensifies the difficulty of controlling the deck alignment of long-span cable-stayed railway bridges, resulting in the fact that the deck alignment of the completed bridge often does not match the designed position. As a result, the alignment of the operating track has to be gradually adjusted by slowly fitting the high-speed rail track system within a certain length range at both ends of the cable-stayed bridge, causing a great waste of time and economy. Moreover, after the installation of the reserved line track system, the high-speed rail track system still needs to be adjusted by fitting over a large range again. In addition, the secondary dead load composed of the track system and the deck system of the railway cable-stayed bridge is larger than that of the highway cable-stayed bridge when compared with the dead load of the completed bridge (secondary dead load of the main girder / (self-weight of the main girder + secondary dead load): the proportion of the highway cable-stayed bridge generally does not exceed 20%, and the proportion of the railway steel box girder cable-stayed bridge can reach 62%). Therefore, during the construction of long-span cable-stayed railway bridges, it is often difficult to install the stay cables due to the small cable forces and short cable lengths in the installation stage of the stay cables. If the temporary extension rods are passively used for connection, there are certain construction safety risks.

[0005] If various possible load states, manufacturing and installation errors of the main girder, concrete shrinkage and creep, small cable forces and short cable lengths in the installation stage of the stay cables, etc. can be fully considered in the design stage of the stay cable lengths, then through the adjustment of the stay cable lengths, the alignment of the main girder of the completed bridge can be accurately restored to the designed alignment. However, there is currently a lack of an effective method for designing the stay cable lengths. Summary of the Invention

[0006] Aiming at the defects existing in the prior art, the purpose of the present invention is to provide a method and system for designing the stay cable lengths based on multiple states with the same target, which solves the problem of insufficient cable length adjustment ability caused by designing the stay cable parameters according to a single state.

[0007] To achieve the above purpose, the present invention provides a method for designing the stay cable lengths based on multiple states with the same target, which specifically includes the following steps:

[0008] S1: Establish a full-bridge spatial finite element calculation model, determine the theoretical target state of the completed bridge and the target state of construction closure under the design state of the bridge, and calculate the stress-free cable lengths of the corresponding stay cables;

[0009] S2: According to various actual operating states of the bridge, use the full-bridge spatial finite element calculation model for simulation. With the alignment of the theoretical target state of the completed bridge as the same target, control the alignment of the bridge, check the bearing capacity of the bridge, and calculate the stress-free cable lengths of the stay cables under different actual operating states;

[0010] S3: Based on the stay cable parameters under the theoretical target state of the completed bridge, select standard products of stay cables according to the specifications, and determine the standard anchor cup adjustment amount parameters of the tensioning end and the fixed end of the stay cables;

[0011] S4: Based on the stress-free state control method, calculate the adjustment amount of the stay cables in the corresponding construction stage from the theoretical target state of construction closure to the theoretical target state of the completed bridge;

[0012] S5: Calculate the maximum adjustment amount of the stay cables in the operation stage corresponding to the theoretical completed bridge target state to each actual operation state based on the stress-free state control method.

[0013] S6: Design the length of the anchor cup at the tension end of the stay cable according to the calculated adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage.

[0014] S7: Based on the stress-free state control method, combined with the actual manufacturing deviation of the stay cable and the actual construction deviation of the anchor point, correct the exposed amount of the fixed-end anchor cup, and at the same time calculate the exposed amount of the anchor cup at the tension end under the construction closure target state and different actual operation states, and guide the on-site stay cable tensioning operation to achieve the same target linear control of the completed bridge.

[0015] Based on the above technical solution, the specific steps for calculating the stress-free cable length of the corresponding stay cable include:

[0016] Based on the construction control theory of the stress-free state control method, according to the stay cable force, the weight of the stay cable, the elastic modulus parameter, and the actual anchor point coordinate parameters at the tower and beam ends, combined with the catenary classic formula, calculate the stress-free cable length under the theoretical completed bridge target state and the stress-free cable length under the theoretical construction closure target state.

[0017] Based on the above technical solution,

[0018] The actual operation states include the first actual operation state, the second actual operation state, the third actual operation state, and other actual operation states. The same target means that the completed bridge linear shapes under multiple actual operation states are all the designed linear shapes;

[0019] The first actual operation state is the initial stage of operation, and at this time the ballast unit weight is 17 kN / m 3 , and all multiple-track railways are opened;

[0020] Under the second actual operation state, the ballast unit weight is 17 kN / m 3 , some railway lines are not opened, and the corresponding ballast or track structure is not installed temporarily. The bridge is under eccentric load, and the linear shapes on the upstream and downstream sides of the main girder are controlled to be the same. The different forces result in different stay cable forces on the upper and lower sides;

[0021] The third actual operation state is after operating for many years based on the first actual operation state, and the cable adjustment is used to solve the mid-span shrinkage creep deflection of the main girder;

[0022] The other actual operation states are other possible operation states other than the first actual operation state, the second actual operation state, and the third actual operation state.

[0023] Based on the above technical solutions, for the cable-stayed cable parameters under the theoretical completed bridge target state, select the standard cable-stayed cable products according to the specifications, and determine the standard anchor cup adjustment parameter for the tensioning end and fixed end of the cable-stayed cable. The specific steps are as follows:

[0024] Based on the determined theoretical completed bridge target state, select the standard cable-stayed cable products according to the specifications, and determine the parameter ranges of the standard fixed end and tensioning end anchor cup adjustments:

[0025] Exposed amount of the fixed end anchor cup in the construction state:

[0026] Exposed amount of the tensioning end anchor cup in the construction state:

[0027] Exposed amount of the tensioning end anchor cup in the operation state:

[0028] Among them, represents the exposed amount of the fixed end anchor cup controlled in the construction state, represents the exposed amount of the tensioning end anchor cup controlled in the construction and operation states, represents the length of the fixed end anchor cup, represents the length of the tensioning end anchor cup, represents the length of the anchor ring, represents the length of the hollow section of the fixed end anchor cup, represents the length of the hollow section of the tensioning end anchor cup;

[0029] According to the determined theoretical completed bridge target state, calculate the cable adjustment capacity provided by the standard tensioning end anchor cup in the construction state:

[0030]

[0031]

[0032] Among them, represents the maximum cable pulling amount provided by the standard tensioning end anchor cup in the construction state, represents the maximum cable releasing amount provided by the standard tensioning end anchor cup in the construction state;

[0033] According to the determined theoretical completed bridge target state, calculate the cable adjustment capacity provided by the tensioning end anchor cup in the operation state:

[0034]

[0035]

[0036] Among them, represents the maximum cable pulling amount provided by the standard tensioning end anchor cup in the operation state, Indicates the maximum cable releasing amount that can be provided by the standard tensioning end anchor cup in the operating state.

[0037] Based on the above technical solution, the calculated adjustment amount of the stay cables in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state specifically includes the following steps:

[0038] Calculate the actual required cable pulling amount and cable releasing amount of the tensioning end anchor cup during the construction process. The specific calculation formula is:

[0039]

[0040]

[0041] Wherein, Indicates the actual required cable pulling amount of the tensioning end anchor cup during the construction process, Indicates the actual required cable releasing amount of the tensioning end anchor cup during the construction process, Indicates the stress-free cable length in the theoretical completed bridge target state, Indicates the stress-free cable length in the theoretical construction closure target state, Indicates the minimum value calculation function, Indicates the maximum value calculation function.

[0042] Based on the above technical solution,

[0043] When the actual required cable pulling amount of the tensioning end anchor cup during the construction process exceeds the maximum cable pulling amount that can be provided by the standard tensioning end anchor cup in the construction state, or the actual required cable releasing amount of the tensioning end anchor cup exceeds the maximum cable releasing amount that can be provided by the standard tensioning end anchor cup in the construction state, then a lengthening design is carried out on the tensioning end anchor cup;

[0044] When the actual required cable pulling amount of the tensioning end anchor cup during the construction process exceeds the maximum cable pulling amount that can be provided by the standard tensioning end anchor cup in the construction state, the reverse lengthening value of the tensioning end anchor cup ;

[0045] When the actual required cable releasing amount of the tensioning end anchor cup during the construction process exceeds the maximum cable releasing amount that can be provided by the standard tensioning end anchor cup in the construction state, the forward lengthening value of the tensioning end anchor cup .

[0046] Based on the above technical solution,

[0047] Based on the stress-free state control method, calculate the maximum adjustment amount of the stay cables in the corresponding operation stage from the theoretical completed bridge target state to each actual operation state. The specific steps include:

[0048] Based on the stress-free state control method, and according to the stress-free cable lengths under different actual operating conditions, calculate the maximum cable extraction amount and maximum cable release amount of the actual required tensioning end anchor cup during the operation process:

[0049]

[0050]

[0051] Among them, represents the maximum cable extraction amount of the tensioning end anchor cup required during the operation process, represents the maximum cable release amount of the tensioning end anchor cup required during the operation process, represents the stress-free cable length under the first actual operating condition, represents the stress-free cable length under the second actual operating condition, represents the stress-free cable length under the third actual operating condition;

[0052] When the maximum cable extraction amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable extraction amount that the standard tensioning end anchor cup of the operating state can provide, or the maximum cable release amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable release amount that the standard tensioning end anchor cup of the operating state can provide, then carry out an extended design for the tensioning end anchor cup;

[0053] When the maximum cable extraction amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable extraction amount that the standard tensioning end anchor cup of the operating state can provide, the reverse extension value of the tensioning end anchor cup ;

[0054] When the maximum cable release amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable release amount that the standard tensioning end anchor cup of the operating state can provide, the forward extension value of the tensioning end anchor cup .

[0055] On the basis of the above technical solution, design the length of the cable-stayed cable tensioning end anchor cup according to the calculated adjustment amount of the cable-stayed cable in the construction stage and the maximum adjustment amount of the cable-stayed cable in the operation stage. The specific steps include:

[0056] Determine the design length value of the tensioning end anchor cup according to the forward extension value and reverse extension value of the tensioning end anchor cup:

[0057]

[0058] Among them, represents the design length value of the tensioning end anchor cup. When tensioning end anchor cups are provided at both the tower and beam ends and both have tensioning conditions, according to the total extension value of the tensioning end anchor cup being , design the anchor cups at the tower and beam ends with different sharing ratios;

[0059] Determine the stress-free total length of the stay cable with the lengths of the tension end and fixed end anchor cups at the reference temperature:

[0060]

[0061] Among them, represents the stress-free total length of the designed stay cable, represents the exposed length of the anchor ring of the standard fixed end anchor cup determined by the theoretical completed bridge target state, represents the exposed length of the anchor ring of the standard tension end anchor cup determined under the target state of the theoretical completed bridge state.

[0062] On the basis of the above technical solution, calculate the exposed amount of the tension end anchor cup under the construction closure target state and different actual operation states. Specifically:

[0063] After being manufactured according to the designed stay cable parameter instructions, the total length of the stay cable with the anchor cup at the reference temperature feedback by the stay cable manufacturer , the increased value of the stress-free cable length of the working section of the stay cable caused by the actual construction deviation of the stay cable anchor point ;

[0064] Calculate the theoretical value of the exposed amount of the tension end cup under the construction closure target state:

[0065]

[0066] Among them, represents the theoretical value of the exposed amount of the tension end anchor cup under the construction closure target state, represents the corrected exposed amount value of the fixed end anchor cup considering the stay cable processing and construction anchor point deviation;

[0067] Calculate the theoretical value of the exposed amount of the tension end anchor cup under the theoretical completed bridge target state:

[0068]

[0069] Among them, represents the theoretical value of the exposed amount of the tension end anchor cup under the theoretical completed bridge target state;

[0070] Calculate the theoretical value of the exposed amount of the tension end anchor cup under the first actual operation state:

[0071]

[0072] Among them, represents the theoretical value of the exposed amount of the tension end anchor cup under the first actual operation state;

[0073] Calculate the theoretical value of the exposed amount of the tension end anchor cup under the second actual operation state:

[0074]

[0075] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the second actual operation state;

[0076] The theoretical value of the exposed amount of the tensioning end cup in the third actual operation state is calculated:

[0077]

[0078] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the third actual operation state.

[0079] A cable length design system for stay cables based on multi-state same target provided by the present invention includes:

[0080] A building module, which is used to build a full-bridge spatial finite element calculation model, determine the theoretical completed bridge target state and the construction closure target state under the bridge design state, and calculate the stress-free cable length of the corresponding stay cables;

[0081] A first calculation module, which is used to simulate according to various actual operation states of the bridge by using the full-bridge spatial finite element calculation model, with the alignment of the theoretical completed bridge target state as the same target, control the alignment of the bridge, check the bearing capacity of the bridge, and calculate the stress-free cable length of the stay cables under different actual operation states;

[0082] A determination module, which is used to select standard stay cable products according to the specifications based on the stay cable parameters under the theoretical completed bridge target state, and determine the standard anchor cup adjustment amount parameters of the tensioning end and the fixed end of the stay cables;

[0083] A second calculation module, which is used to calculate the adjustment amount of the stay cables in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state based on the stress-free state control method;

[0084] A third calculation module, which is used to calculate the maximum adjustment amount of the stay cables in the corresponding operation stage from the theoretical completed bridge target state to each actual operation state based on the stress-free state control method;

[0085] A design module, which is used to design the length of the tensioning end anchor cup of the stay cables according to the calculated adjustment amount of the stay cables in the construction stage and the maximum adjustment amount of the stay cables in the operation stage;

[0086] An application module, which is used to correct the exposed amount of the fixed end anchor cup based on the stress-free state control method, combined with the actual manufacturing deviation of the stay cables and the actual construction deviation of the anchor points, and at the same time calculate the exposed amount of the tensioning end anchor cup under the construction closure target state and different actual operation states, and guide the on-site stay cable tensioning operation to achieve the same target alignment control of the completed bridge.

[0087] Compared with the prior art, the advantages of the present invention are as follows: A method is proposed and applied for accurately designing the adjustment amount of the tension end anchor cup of the stay cable by using a full-bridge space finite element calculation model, based on the construction control theory of the stress-free state, with the goal of achieving the designed alignment in multiple operating states and taking into account the construction stay cable adjustment requirements; it solves the problem of insufficient cable length adjustment ability caused by designing the stay cable parameters according to a single state in the prior art; and it realizes the goal of accurately controlling the as-built alignment to reach the designed alignment through economical and efficient stay cable adjustment means in multiple operating states. BRIEF DESCRIPTION OF THE DRAWINGS

[0088] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings required for the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present application. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0089] Figure 1 It is a flowchart of a method for designing the stay cable length based on the same goal in multiple states in an embodiment of the present invention;

[0090] Figure 2 It is a structural schematic diagram of a cable-stayed bridge;

[0091] Figure 3 It is a schematic diagram of the stay cable parameters in the as-built state of the conventional theory;

[0092] Figure 4 It is a schematic diagram of the stay cable parameters in the actual state. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0093] To make the objectives, technical solutions, and advantages of the embodiments of the present application clearer, the following will clearly and completely describe the technical solutions in the embodiments of the present application with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are typical embodiments of the present application, rather than all embodiments.

[0094] See Figure 1 As shown, for the multi-track ballasted cable-stayed bridge of the present invention, in multiple states such as large cable adjustment and extraction amount caused by light self-weight of the steel beam in the secondary dead weight, construction deviation, low ballast unit weight in the initial operation period, mid-span deflection due to long-term shrinkage and creep, and activation of reserved lines in the later stage, there is a need to adjust the cables to make the as-built alignment reach the designed alignment. However, the stay cables designed according to a single state in the prior art have the problem of insufficient length adjustment ability. Therefore, a method for designing the stay cable length based on the same goal in multiple states is proposed, which is safer, more efficient, more economical, and has better durability compared to the passive adjustment measures for the length of the stay cable. The method for designing the stay cable length of the present invention specifically includes the following steps:

[0095] S1: Establish a full-bridge spatial finite element calculation model, determine the theoretical completed-bridge target state and the construction closure target state under the bridge design conditions, and calculate the corresponding stress-free cable lengths of the stay cables.

[0096] See Figure 2 As shown, for the bridge described in the present invention, the stay cables adopt catenary cable elements, and the theoretical completed-bridge target state and the construction closure target state under the design conditions can be determined through the full-bridge finite element calculation model.

[0097] The full bridge is provided with two or more main towers, and the main towers are provided with multiple pairs of stay cables. The stay cables play a constraining role on the main towers, which is manifested in the actual anchor points at the tower ends of the stay cables being anchored and connected to the main towers; the stay cables play a supporting and constraining role on the main girders, which is manifested in the actual anchor points at the girder ends of the stay cables being anchored and connected to the main girders. Support constraints are provided between the main girders, the main towers and the piers. The main girders bear the deck load and the live load of multiple railway lines. The stay cables are in tension and play a role in transferring the load to the main towers. Figure 2 In, 1 represents the main girder, 2 represents the stay cable, 3 represents the main tower, and 4 represents the pier.

[0098] Under the design dead load state, the design alignment with the tower straight and the girder flat is taken as the theoretical completed-bridge target state (the ballast and the equipment of the multiple railway lines are taken according to the specifications, where the unit weight of the ballast is 21 kN / m 3 ). According to the construction steps, the forward calculation is adopted, and the theoretical construction closure target state is that the elevations and rotations of the girder ends on both sides of the control closure joint ( Figure 3 shown by the label 11 in) are the same. Taking a single stay cable as an example, directly use the finite element software or extract and calculate the cable force, the weight of the stay cable, the elastic modulus parameter and the actual anchor point coordinates of the tower and girder ends according to the catenary classical formula (the actual anchor point at the girder end is Figure 3 shown by the label 27 in, and the actual anchor point at the tower end is Figure 3 shown by the label 28 in), and calculate the stress-free cable lengths of the stay cables between the anchor plates (the anchor plate at the girder end is Figure 3 shown by the label 25 in, and the anchor plate at the tower end is Figure 3 shown by the label 26 in) under the theoretical completed-bridge target state and the theoretical construction closure target state.

[0099] In the embodiment of the present invention, the corresponding stress-free cable lengths of the stay cables are calculated. The specific steps include: based on the construction control theory of the stress-free state control method, according to the cable force of the stay cable, the weight of the stay cable, the elastic modulus parameter and the actual anchor point coordinates of the tower and girder ends, and combining with the catenary classical formula, calculate the stress-free cable length under the theoretical completed-bridge target state and the stress-free cable length under the theoretical construction closure target state.

[0100] S2: According to various actual operating states of the bridge, a full-bridge spatial finite element calculation model is adopted for simulation. With the alignment of the theoretical completed bridge target state as the same target (i.e., the designed alignment), the alignment of the bridge is controlled, the bearing capacity of the bridge is checked, and the stress-free cable lengths of the stay cables under different actual operating states are calculated.

[0101] In the embodiment of the present invention, the actual operating states include the first actual operating state, the second actual operating state, the third actual operating state, and other actual operating states. The first actual operating state is the initial stage of operation, and at this time, the ballast unit weight is 17 kN / m 3 , and all multi-track railways are opened. In the second actual operating state, the ballast unit weight is 17 kN / m 3 , some railway lines are not opened (the corresponding ballast or track structure is not installed temporarily), the bridge is under eccentric load, the alignment of the upstream and downstream sides of the main girder is controlled to be consistent, and the difference in force results in different cable forces of the stay cables on the upper and lower sides. The third actual operating state is after operating for many years based on the first actual operating state, and the cables are adjusted to solve the downward deflection of the mid-span of the main girder due to shrinkage, creep. Other actual operating states are other possible operating states other than the first actual operating state, the second actual operating state, and the third actual operating state, such as load changes caused by railway line reconstruction, etc.

[0102] That is, using the established full-bridge spatial finite element calculation model, according to the possible actual operating states, the secondary permanent loads are calculated by taking the initial and long-term ballast unit weights and the actual operating line equipment. Based on the principle of controlling the target state with the designed alignment, the bearing capacity of the bridge is checked to ensure structural safety. For the stress-free cable lengths of the stay cables in the first actual operating state, the second actual operating state, and the third actual operating state, the calculation principle is the same as the stress-free cable length calculation method in step S1.

[0103] S3: Based on the stay cable parameters under the theoretical completed bridge target state, standard products of stay cables are selected according to the specifications, and the standard anchor cup adjustment parameter of the tension end and the fixed end of the stay cable is determined.

[0104] In the embodiment of the present invention, based on the stay cable parameters (cable force, anchor point coordinates, etc.) under the theoretical completed bridge target state, standard products of stay cables are selected according to the specifications, and the standard anchor cup adjustment parameter of the tension end and the fixed end of the stay cable is determined. The specific steps include:

[0105] S301: Based on the determined theoretical target state of the completed bridge, select standard products for stay cables according to specifications, and determine the parameter ranges for the adjustment of the standard fixed-end and tension-end anchor cups. That is, based on the forces of the stay cables under the determined theoretical target state of the completed bridge, select standard products for stay cables according to specifications. According to the actual operating space and structural characteristics of the bridge, determine whether the tower end or the beam end is the tension-end anchor cup for adjusting the length of the stay cable, and the other end is the fixed-end of the stay cable; or both the tower and beam ends are provided with tension-end anchor cups for adjusting the length of the stay cable. The following takes the example where the tower end of the stay cable design is the tension end and the beam end is the fixed end. After considering the anchoring safety of the stay cable, determine the parameter ranges for the adjustment of the standard fixed-end and tension-end anchor cups (the following stay cable parameters, length unit: mm, temperature unit: °C):

[0106] Exposed amount of the fixed-end anchor cup in the construction state:

[0107] Exposed amount of the tension-end anchor cup in the construction state:

[0108] Exposed amount of the tension-end anchor cup in the operation state:

[0109] Among them, represents the exposed amount of the fixed-end anchor cup controlled in the construction state, represents the exposed amount of the tension-end anchor cup controlled in the construction and operation states, represents the length of the fixed-end anchor cup, represents the length of the tension-end anchor cup, represents the length of the anchor ring, represents the length of the hollow section of the fixed-end anchor cup, represents the length of the hollow section of the tension-end anchor cup;

[0110] According to the conventional design of stay cable parameters for the determined theoretical target state of the completed bridge (that is, select standard products according to current specifications), calculate the exposed amount value where the center of the anchor ring at the beam end is arranged at the center of the solid section of the standard fixed-end anchor cup, and the exposed amount value where the center of the anchor ring at the tower end is arranged at the center of the solid section of the standard tension-end anchor cup, so as to achieve the best force transmission of the stay cable, and the ability of the fixed-end anchor cup to adjust positive and negative initial deviations (such as manufacturing deviation of stay cable length, construction deviation of anchor point coordinates at tower and beam ends) is equivalent, and the ability of the tension-end anchor cup to pull or release the cable for adjustment is equivalent.

[0111] Theoretical target state of the fixed-end anchor cup at the completed bridge:

[0112] Theoretical target state of the tension-end anchor cup at the completed bridge:

[0113] When installing the stay cables, first determine the exposed value of the fixed-end anchor cup. During subsequent construction, when the bridge is completed, and during actual operation, the cable length is adjusted by adjusting the position of the upper anchor ring on the tensioning-end anchor cup to control the alignment of the main girder and the cable force.

[0114] S302: Based on the determined theoretical target state of the completed bridge, calculate the cable adjustment capacity that the standard tensioning-end anchor cup can provide during the construction state:

[0115]

[0116]

[0117] Among them, represents the maximum cable pulling amount that the standard tensioning-end anchor cup can provide during the construction state, represents the maximum cable releasing amount that the standard tensioning-end anchor cup can provide during the construction state;

[0118] S303: Based on the determined theoretical target state of the completed bridge, calculate the cable adjustment capacity that the tensioning-end anchor cup can provide during the operation state:

[0119]

[0120]

[0121] Among them, represents the maximum cable pulling amount that the standard tensioning-end anchor cup can provide during the operation state, represents the maximum cable releasing amount that the standard tensioning-end anchor cup can provide during the operation state.

[0122] That is, based on the theoretical target state of the completed bridge and the force of the stay cables, select the standard stay cable products according to the specifications (Technical Conditions Standard for Extruded Polyethylene High-Strength Steel Wire Stay Cables of Cable-Stayed Bridges). According to the actual operating space and structural characteristics of the bridge, it can be determined whether the tower end or the beam end is set as the tensioning end of the stay cable (arrange tensioning equipment) to adjust the cable length, and the other end is the fixed end of the stay cable; or both the tower and beam ends are set as tensioning ends (arrange tensioning equipment) to adjust the cable length. Generally, in the design of stay cables, the tower end is the tensioning end, that is, a tensioning-end anchor cup is set at the tower end (to adjust the cable length), and the beam end is the fixed end, that is, a tensioning-end anchor cup (which can adjust the cable length) or a fixed-end anchor cup can be selected at the beam end. As shown in Figure 3, the stay cable product consists of a beam-end (fixed-end) anchor cup, a tower-end (tensioning-end) anchor cup, a stay cable or cable body, an anchor ring with a spherical hinge, a wire-splitting anchor plate, and a cable body connecting cylinder. Select the beam-end anchor cup as the standard tensioning or fixed-end anchor cup according to the design specifications, and the tower-end anchor cup as the standard tensioning-end anchor cup. The anchor ring with a spherical hinge rotates on the beam-end anchor cup and the tower-end anchor cup through threads and is supported on the beam-end anchor backing plate and the tower-end anchor backing plate to anchor the stay cable. Figure 3Among them, 22 represents the tension end anchor cup, 21 represents the fixed end anchor cup, 23 represents the anchor ring, 24 represents the wire splitting anchor plate, 29 represents the cable body connection cylinder, 25 represents the beam end anchor backing plate, and 26 represents the tower end anchor backing plate. Figure 3 The state 0 in it represents the theoretical completed bridge target state.

[0123] When the adjustment amount of the tension end anchor cup required in practice exceeds the cable pulling amount or cable releasing amount that can be provided by the standard product of the stay cable in the conventional design in step S3, it is necessary to conduct a lengthening design for the tension end anchor cup. The lengthening design of the tension end anchor cup is carried out by maintaining the length of the hollow section of the anchor cup unchanged to increase the length of the solid section of the anchor cup. The thread parameters conform to the requirements of the design specifications. The positive lengthening value is the total length of the stay cable including the anchor cup increased, while the negative lengthening value is the total length of the stay cable including the anchor cup not increased.

[0124] S4: Based on the stress-free state control method, calculate the adjustment amount of the stay cable corresponding to the construction stage from the theoretical construction closure target state to the theoretical completed bridge target state;

[0125] In the embodiment of the present invention, calculating the adjustment amount of the stay cable corresponding to the construction stage from the theoretical construction closure target state to the theoretical completed bridge target state specifically includes the following steps:

[0126] Calculate the cable pulling amount and cable releasing amount of the tension end anchor cup required in practice during the construction process. The specific calculation formula is:

[0127]

[0128]

[0129] Among them, represents the cable pulling amount of the tension end anchor cup required in practice during the construction process, represents the cable releasing amount of the tension end anchor cup required in practice during the construction process, represents the stress-free cable length in the theoretical completed bridge target state, represents the stress-free cable length in the theoretical construction closure target state, represents the minimum value calculation function, represents the maximum value calculation function.

[0130] When the cable pulling amount of the tension end anchor cup required during the construction process exceeds the maximum cable pulling amount that can be provided by the standard tension end anchor cup in the construction state, or the cable releasing amount of the tension end anchor cup required exceeds the maximum cable releasing amount that can be provided by the standard tension end anchor cup in the construction state, then a lengthening design is carried out for the tension end anchor cup;

[0131] When the cable pulling amount of the tension end anchor cup required during the construction process exceeds the maximum cable pulling amount that can be provided by the standard tension end anchor cup in the construction state, the negative lengthening value of the tension end anchor cup ;

[0132] When the actual cable releasing amount of the tensioning end anchor cup required during the construction process exceeds the maximum cable releasing amount provided by the standard tensioning end anchor cup in the construction state, the forward lengthening value of the tensioning end anchor cup .

[0133] S5: Based on the stress-free state control method, calculate the maximum adjustment amount of the stay cables in the operation stage corresponding to each actual operation state from the theoretical completed bridge target state;

[0134] In the embodiment of the present invention, based on the stress-free state control method, calculate the maximum adjustment amount of the stay cables in the operation stage corresponding to each actual operation state from the theoretical completed bridge target state. The specific steps include: Based on the stress-free state control method and according to the stress-free cable lengths in different actual operation states, calculate the maximum cable pulling amount and the maximum cable releasing amount required for the tensioning end anchor cup during the operation process:

[0135]

[0136]

[0137] Among them, represents the maximum cable pulling amount required for the tensioning end anchor cup during the operation process, represents the maximum cable releasing amount required for the tensioning end anchor cup during the operation process, represents the stress-free cable length in the first actual operation state, represents the stress-free cable length in the second actual operation state, represents the stress-free cable length in the third actual operation state.

[0138] When the maximum cable pulling amount required for the tensioning end anchor cup during the operation process exceeds the maximum cable pulling amount provided by the standard tensioning end anchor cup in the operation state, or the maximum cable releasing amount required for the tensioning end anchor cup during the operation process exceeds the maximum cable releasing amount provided by the standard tensioning end anchor cup in the operation state, then carry out lengthening design on the tensioning end anchor cup.

[0139] When the maximum cable pulling amount required for the tensioning end anchor cup during the operation process exceeds the maximum cable pulling amount provided by the standard tensioning end anchor cup in the operation state, the reverse lengthening value of the tensioning end anchor cup ;

[0140] When the maximum cable releasing amount required for the tensioning end anchor cup during the operation process exceeds the maximum cable releasing amount provided by the standard tensioning end anchor cup in the operation state, the forward lengthening value of the tensioning end anchor cup .

[0141] S6: Design the length of the tensioning end anchor cup of the stay cable according to the calculated adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage;

[0142] In the embodiment of the present invention, according to the calculated adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage, the length of the anchor cup at the tensioning end of the stay cable is designed. The specific steps include:

[0143] S601: Determine the designed length value of the anchor cup at the tensioning end according to the forward elongation value and the reverse elongation value of the anchor cup at the tensioning end:

[0144]

[0145] Among them, represents the designed length value of the anchor cup at the tensioning end; that is, the elongation value of the anchor cup at the tensioning end calculated by comprehensively considering Steps S4 and S5. When designing the elongation of the anchor cup at the tensioning end, the length of the hollow section of the anchor cup is maintained unchanged, and the length of the solid section of the anchor cup is increased, and the thread parameters meet the requirements of the design specifications. When tensioning end anchor cups are provided at both the tower and beam ends and both are capable of tensioning, when the total elongation value of the tensioning end anchor cups is

[0146] , the elongation design of the tower and beam end anchor cups can be carried out according to different sharing ratios according to specific implementation conditions, and the tower and beam ends are used in combination when adjusting the stay cable.

[0147] S602: Determine the stress-free total length of the stay cable including the lengths of the anchor cups at the tensioning end and the fixed end at the reference temperature:

[0148]

[0149] Among them, represents the designed stress-free total length of the stay cable, represents the exposed length of the anchor ring of the standard (beam end) anchor cup at the fixed end determined by the theoretical completed bridge target state (the solid section of the anchor cup with the anchor ring centered), represents the exposed length of the anchor ring of the standard (tower end) anchor cup at the tensioning end determined by the theoretical completed bridge state target state (the solid section of the anchor cup with the anchor ring centered), and other parameters are as described above.

[0150] For the cutting length of the parallel wires of the stay cable, the calculation formula is:

[0151]

[0152] Among them, represents the cutting length of the parallel wires, represents the length of the wire anchored by the swaged anchor plate at the parallel wire splitting position corrected by the stay cable manufacturer according to the process, represents the reference temperature, represents the actual temperature during the cutting of the parallel wires, and represent the lengths of the hollow sections of the fixed end and tensioning end anchor cups respectively. ​

[0153] S7: Based on the stress-free state control method, combined with the actual manufacturing deviation of the stay cable and the actual construction deviation of the anchor point, the exposed amount of the fixed-end anchor cup is corrected. Meanwhile, the exposed amount of the tensioning-end anchor cup under the construction closure target state and different actual operation states is calculated to guide the on-site stay cable tensioning operation and achieve the same target linear control of the completed bridge.

[0154] In the embodiment of the present invention, the exposed amount of the fixed-end anchor cup is corrected by combining the actual manufacturing deviation of the stay cable and the actual construction deviation of the anchor point, thereby adjusting the initial deviation. Meanwhile, the exposed amount of the tensioning-end anchor cup under the construction closure target state and different actual operation states is calculated to guide the on-site stay cable tensioning operation and achieve the same target linear shape as the designed linear shape control of the completed bridge. The specific steps for calculating the exposed amount of the tensioning-end anchor cup under the construction closure target state and different actual operation states include:

[0155] S701: After the stay cable is manufactured according to the design stay cable parameter instruction, the total manufacturing length of the stay cable including the anchor cup at the reference temperature feedback by the stay cable manufacturer , calculate the cable length manufacturing deviation value , and the increase in the stress-free cable length of the working section of the stay cable caused by the actual construction deviation of the stay cable anchor point . Combine the actual processing deviation and the actual construction deviation of the anchor point of the stay cable to correct the exposed amount of the fixed-end anchor cup, thereby adjusting the initial deviation.

[0156] When the stay cable manufacturer manufactures the stay cable according to the stay cable parameter instruction provided by the design unit, there is a cable length deviation, which is reflected in the deviation of the parallel wire cutting length of the stay cable; there are construction deviations at the actual anchor points at the tower and beam ends of the stay cable, and these deviations need to meet the requirements of the current construction acceptance standards.

[0157] According to the total manufacturing length of the stay cable including the anchor cup at the reference temperature feedback by the stay cable manufacturer , the stay cable manufacturing deviation value :

[0158] , and the manufacturing deviation value is positive when the stay cable cutting length is too long, and negative otherwise.

[0159] The allowable deviation of the stay cable manufacturing length shall comply with the specification requirements, and the specific requirements are as follows:

[0160] ;

[0161]

[0162] The construction acceptance standard requires that the construction allowable deviation of the actual anchor point of the stay cable is:

[0163] When the bridge is a concrete structural member, the allowable deviation of the actual anchor points of the stay cables at the tower end and the beam end is ±10 mm; when the bridge is a steel structural member, the allowable deviation of the actual anchor points of the stay cables at the tower end and the beam end is ±5 mm.

[0164] Before installing the stay cables, based on the actual anchor point coordinates of the stay cables at the tower end and the beam end measured on site, and the difference between the actual anchor point coordinates designed under the same construction conditions and the theoretical ones, it can be used as the deviation of the actual anchor points at the tower and beam ends at the completion of the bridge. By correcting the stay cable anchorage coordinate parameters in the theoretical target state of the completed bridge, ignoring the change in cable force caused by the anchor point coordinate deviation, taking the theoretical cable force at the completion of the bridge, calculate the stress-free length of the working section of the stay cable according to the method in step S1. Then, the increase in the stress-free length of the working section of the stay cable caused by the deviation of the actual anchor point of the stay cable :

[0165] , the construction deviation of the actual anchor point is positive when the stress-free length of the working section of the stay cable becomes longer, and negative otherwise.

[0166] During actual construction, correct the exposed amount of the fixed-end anchor cup: , and at the same time ensure that the exposed amount of the fixed-end anchor cup The control range is: , ensure the safe and reliable force transmission of the stay cable. When does not meet the above control conditions, take the boundary value of the adjacent control conditions. Among them: represents the exposed amount of the beam-end anchor cup after correcting the manufacturing and construction anchor point deviations of the stay cable, and other parameters are the same as before.

[0167] S702: According to the actual manufacturing length of the stay cable feedback by the stay cable manufacturer, calculate the theoretical values of the exposed amount of the tensioning-end anchor cup under the construction closure state and different actual operation states, and guide the stay cable tensioning operation on site to achieve the same target linear control as the completed bridge. The following are the values of the exposed amount of the tensioning-end anchor cup in each state.

[0168] Calculate the theoretical value of the exposed amount of the tensioning-end cup under the construction closure target state:

[0169]

[0170] Among them, represents the theoretical value of the exposed amount of the tensioning-end anchor cup under the construction closure target state, represents the corrected exposed amount of the fixed-end anchor cup after considering the processing and construction anchor point deviations of the stay cable;

[0171] Calculate the theoretical value of the exposed amount of the tensioning-end anchor cup under the theoretical completed bridge target state:

[0172]

[0173] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the theoretical completed bridge target state;

[0174] Calculate the theoretical value of the exposed amount of the tensioning end anchor cup in the first actual operation state:

[0175]

[0176] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the first actual operation state;

[0177] Calculate the theoretical value of the exposed amount of the tensioning end anchor cup in the second actual operation state:

[0178]

[0179] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the second actual operation state;

[0180] Calculate the theoretical value of the exposed amount of the tensioning end cup in the third actual operation state:

[0181]

[0182] Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the third actual operation state.

[0183] After the above analysis, refer to Figure 4 As shown, adjust the exposed amount value of the tower end anchor cup to achieve the control of the same target alignment of the completed bridge under multiple operation states. When installing the stay cables, according to the actual manufacturing deviation of the stay cables and the actual construction deviation of the actual anchor points at the tower and beam ends ( Figure 4 In it, 27 represents the actual anchor point at the beam end, and 28 represents the actual anchor point at the tower end), correct the actual exposed amount value of the beam end anchor cup to adjust the initial deviation. The stay cable tensioning equipment is set at the main tower end. The initial tensioning is controlled by the cable force, and the cable adjustment is controlled by adjusting the pulling-out amount of the stay cable anchor cup at the tower end. Based on the stress-free state method control theory, it is possible to control the exposed amount value of the tensioning end anchor cup during the construction and operation stages to control the alignment and cable force of the main girder, and at the same time ensure the range of the exposed amount of the tensioning end anchor cup after the bridge is completed (permanent state):

[0184] , ensuring the safe and reliable force transmission of the stay cables.

[0185] The following takes the No. 38 stay cable on the upstream side of the south branch channel bridge of the Bianyuzhou Yangtze River Bridge on the newly built Anjiu Railway (the bridge is a four-track ballast railway steel box girder cable-stayed bridge with a main span of 672m, arranged in full width according to 2 high-speed railways + 2 reserved railways, and the tensioning equipment is set at the tower end) as an example for illustration.

[0186] The cable-stayed cable length parameters in different states are calculated with the designed linear shape of the high-speed railway as the control target. The following are the parameters calculated by the space finite element software:

[0187] Target state of the completed bridge: The self-weight of the designed steel girder is 30 t / m, and the ballast unit weight is 21 kN / m according to the specification 3 , all multi-track railways are opened, the calculated secondary permanent load is 48 t / m, and the stress-free cable length is calculated according to the designed linear shape control = 414.661 m.

[0188] Target state of the construction closure: Considering the deck crane and the self-weight of the steel girder of 30 t / m, the cable force in the closure state is calculated to be 45% of the cable force in the target state of the designed completed bridge. The stress-free cable length is calculated according to the linear shape in the construction closure state = 415.115 m.

[0189] The first actual operation state: According to the actual ballast unit weight of 17 kN / m in the initial operation period 3 , all multi-track railways are opened, the calculated secondary permanent load is 43 t / m, and the stress-free cable length is calculated according to the designed linear shape control = 414.697 m.

[0190] The second actual operation state: According to the actual ballast unit weight of 17 kN / m in the initial operation period 3 , the reserved railway is not opened temporarily, that is, there is only ballast in the reserved line, no track and sleeper. The calculated secondary permanent load is 41.5 t / m, and the weight deviation between the upstream and downstream sides is 1.5 t / m. The linear shapes of the upstream and downstream sides of the main girder are controlled to be consistent, that is, the stress-free cable length is calculated according to the designed linear shape control = 414.715 m.

[0191] The third actual operation state: Based on the actual first actual operation state, after 10 years of operation, the mid-span of the main span deflects downward by 95 mm. The cable is adjusted to the designed linear shape by cable adjustment measures, and the stress-free cable length is calculated = 414.641 m.

[0192] Design parameters of the cable-stayed cable: The specification of the No. 38 cable is PES7-349, and the standard strength is = 1670 MPa. Referring to the cable-stayed cable specification, tension end anchor cups are used at both the tower and girder ends. Table 1 below shows the main results calculated according to the formula in the foregoing steps.

[0193] Table 1

[0194]

[0195] Design length value of the tower end anchor cup:

[0196] ,

[0197] Hollow section of the anchor cup , the thread parameters comply with the requirements of the design specification.

[0198] Determine the stress-free total length of the stay cable with tower beam end anchor cups at the design reference temperature:

[0199]

[0200] The cutting length of parallel wires of the stay cable at the design reference temperature:

[0201]

[0202] Assume The length of the wire anchored by the swaged anchor plate corrected by the stay cable manufacturer according to the process is 50 mm.

[0203] According to the stay cable design parameter instructions, after the stay cable manufacturer finishes processing, the actual length of the stay cable including the anchor cup at the reference temperature is feedback as , the processing length deviation of the stay cable calculated , meeting the construction acceptance requirements.

[0204] On-site measurement during construction found that the elevation of the actual anchor point at the tower end of the stay cable is 10 mm higher, and the mileage of the actual anchor point at the beam end is 5 mm larger. However, the construction deviations of the tower beam end anchor points all meet the requirements of the construction acceptance specification.

[0205] According to the calculation, considering the stress-free length of the cable in the theoretical target state of the completed bridge with actual anchor point deviations , then the cable length deviation value caused by the actual anchor point coordinate deviation of the stay cable .

[0206] During installation, considering the processing deviation of the stay cable manufacturer and the construction deviation of the actual anchor points at the tower beam ends, adjust the exposed value of the beam end anchor cup to adjust the initial deviation. The calculated corrected exposed amount of the beam end anchor cup is , meeting The control range is .

[0207] Based on the stress-free state method control theory, the exposed amount of the tower end anchor cup during construction and operation stages can be controlled to control the main beam alignment and cable force. The theoretical control values of the exposed amount at the tower end in the above different states are shown in Table 2 below. At the same time, after meeting the completed bridge state (theoretical completed bridge and actual operation state), The control range is .

[0208] Table 2

[0209]

[0210] The cable length design method for stay cables based on multi-state same target in the embodiments of the present invention is a method that uses a full-bridge spatial finite element calculation model, based on the construction control theory of the stress-free state, and aims to achieve the designed alignment in multiple operating states, and takes into account the cable adjustment requirements during construction to accurately design the adjustment amount of the anchor cup at the tension end of the stay cable; it solves the problem of insufficient cable length adjustment ability caused by designing stay cable parameters according to a single state in the prior art; and realizes the goal of accurately controlling the completed bridge alignment to reach the designed alignment through economical and efficient cable adjustment means in multiple operating states.

[0211] A stay cable length design system based on multi-state same target provided in the embodiments of the present invention includes a building module, a first calculation module, a determination module, a second calculation module, a third calculation module, a design module, and an application module.

[0212] The building module is used to build a full-bridge spatial finite element calculation model, determine the theoretical completed bridge target state and the construction closure target state under the bridge design state, and calculate the stress-free cable length of the corresponding stay cables; the first calculation module is used to simulate according to multiple actual operating states of the bridge using the full-bridge spatial finite element calculation model, with the alignment of the theoretical completed bridge target state as the same target, control the bridge alignment, check the bearing capacity of the bridge, and calculate the stress-free cable length of the stay cables under different actual operating states; the determination module is used to select standard products of stay cables according to specifications based on the stay cable parameters under the theoretical completed bridge target state, and determine the standard anchor cup adjustment amount parameters at the tension end and fixed end of the stay cable; the second calculation module is used to calculate the adjustment amount of the stay cables in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state based on the stress-free state control method; the third calculation module is used to calculate the maximum adjustment amount of the stay cables in the corresponding operation stage from the theoretical completed bridge target state to each actual operating state based on the stress-free state control method; the design module is used to design the length of the anchor cup at the tension end of the stay cable according to the calculated adjustment amount of the stay cables in the construction stage and the maximum adjustment amount of the stay cables in the operation stage; the application module is used to correct the exposed amount of the fixed-end anchor cup based on the stress-free state control method, combined with the actual manufacturing deviation of the stay cable and the actual construction deviation of the anchor point, and at the same time calculate the exposed amount of the anchor cup at the tension end under the construction closure target state and different actual operating states, and guide the on-site stay cable tensioning operation to achieve the same target alignment control of the completed bridge.

[0213] The above are only specific embodiments of the present application, enabling those skilled in the art to understand or implement the present application. Various modifications to these embodiments will be obvious to those skilled in the art, and the general principles defined herein can be implemented in other embodiments without departing from the spirit or scope of the present application. Therefore, the present application will not be limited to these embodiments shown herein, but will conform to the widest scope consistent with the principles and novel features claimed herein.

[0214] The present invention is described with reference to the flowcharts and / or block diagrams of methods, apparatuses (systems), and computer program products according to embodiments of the invention. It should be understood that each flow and / or block in the flowcharts and / or block diagrams, and combinations of flows and / or blocks in the flowcharts and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to the processors of general-purpose computers, special-purpose computers, embedded processors, or other programmable data processing devices to produce a machine, such that the instructions executed by the processors of the computer or other programmable data processing devices produce means for implementing the functions specified in one Figure 1 flow or multiple flows and / or blocks Figure 1 block or multiple blocks.

Claims

1. A method for designing the cable length of a stay cable based on multiple states and the same target, characterized in that, Specifically, it includes the following steps: S1: Establish a full-bridge spatial finite element calculation model, determine the theoretical completed bridge target state and the construction closure target state under the bridge design state, and calculate the stress-free cable lengths of the corresponding stay cables; S2: According to various actual operating states of the bridge, use the full-bridge spatial finite element calculation model for simulation. With the alignment of the theoretical completed bridge target state as the same target, control the alignment of the bridge, check the bearing capacity of the bridge, and calculate the stress-free cable lengths of the stay cables under different actual operating states; S3: Based on the stay cable parameters under the theoretical completed bridge target state, select standard stay cable products according to the specifications, and determine the standard anchor cup adjustment parameter of the stay cable tensioning end and fixed end; S4: Based on the stress-free state control method, calculate the adjustment amount of the stay cable in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state; S5: Based on the stress-free state control method, calculate the maximum adjustment amount of the stay cable in the corresponding operation stage from the theoretical completed bridge target state to each actual operating state; S6: Design the length of the anchor cup at the tensioning end of the stay cable according to the calculated adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage; S7: Based on the stress-free state control method, combined with the actual manufacturing deviation of the stay cable and the actual construction deviation of the anchor point, correct the exposed amount of the fixed end anchor cup, and at the same time calculate the exposed amount of the anchor cup at the tensioning end under the construction closure target state and different actual operating states, to guide the on-site stay cable tensioning operation and achieve the same target alignment control of the completed bridge; Among them, the actual operating states include the first actual operating state, the second actual operating state, and the third actual operating state, and the same target means that the alignment of the completed bridge under various actual operating states is the designed alignment; The first actual operating state is the initial stage of operation, and at this time, the ballast unit weight is 17 kN / m 3 , and multiple-track railways are all opened; The ballast unit weight under the second actual operating condition is 17 kN / m 3 , some railway lines are not opened, and the corresponding ballast or track structure is not installed temporarily. The bridge is under eccentric load. To control the linearity on both the upstream and downstream sides of the main girder to be consistent, the difference in force results in different cable forces of the stay cables on the upper and lower sides; The third actual operating state is to adjust the cable after operating for many years based on the first actual operating state to solve the downward deflection of the mid-span of the main girder due to shrinkage, creep; 2. The method for designing the cable length of a stay cable based on multiple states and the same target according to claim 1, characterized in that, The specific steps for calculating the corresponding stress-free cable lengths of the stay cables include: Based on the construction control theory of the stress-free state control method, according to the stay cable force, the weight of the stay cable, the elastic modulus parameter, and the actual anchor point coordinate parameters at the tower and girder ends, combined with the classic catenary formula, calculate the stress-free cable length under the theoretical completed bridge target state and the stress-free cable length under the theoretical construction closure target state; 3. The method for designing the cable length of a stay cable based on multiple states and the same target according to claim 2, wherein The specific steps for selecting standard stay cable products according to the stay cable parameters under the theoretical completed bridge target state and determining the standard anchor cup adjustment parameter of the stay cable tensioning end and fixed end include: Based on the determined theoretical completed bridge target state, select standard stay cable products according to the specifications, and determine the range of standard anchor cup adjustment parameters for the fixed end and tensioning end: Exposed length of fixed-end anchor cup in construction state: Exposed amount of the tensioning end anchor cup during construction status: Exposed amount of the tensioning end anchor cup in the operating state: Among them, represents the exposed amount of the fixed-end anchor cup for construction status control, represents the exposed amount of the tensioning-end anchor cup for construction and operation status control, represents the length of the fixed-end anchor cup, represents the length of the tensioning-end anchor cup, represents the length of the anchor collar, represents the length of the hollow section of the fixed-end anchor cup, represents the length of the hollow section of the tensioning-end anchor cup; According to the determined theoretical completed bridge target state, calculate the cable adjustment capacity that can be provided by the standard anchor cup at the tensioning end during the construction state; Among them, represents the maximum cable pulling amount that the standard tension end anchor cup can provide under the construction state, represents the maximum cable releasing amount that the standard tension end anchor cup can provide under the construction state; According to the determined theoretical completed bridge target state, calculate the cable adjustment capacity that can be provided by the anchor cup at the tensioning end during the operation state; Among them, represents the maximum cable pulling amount that can be provided by the standard tensioning end anchor cup in the operating state, represents the maximum cable releasing amount that can be provided by the standard tensioning end anchor cup in the operating state.

4. The method for designing the cable length of a stay cable based on multiple states with the same target according to claim 3, characterized in that The specific steps for calculating the adjustment amount of the stay cable in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state include: Calculate the cable pulling amount and cable releasing amount actually required at the anchor cup of the tensioning end during the construction process. The specific calculation formula is: Among them, represents the cable pulling amount of the tensioning end anchor cup actually required during the construction process, represents the cable releasing amount of the tensioning end anchor cup actually required during the construction process, represents the stress-free cable length under the theoretical completed bridge target state, represents the stress-free cable length under the construction closure target state, represents the minimum value calculation function, represents the maximum value calculation function.

5. A method for designing the cable length of stay cables based on multi-state and same target as claimed in claim 4, characterized in that: When the cable pulling amount of the tensioning end anchor cup required during the construction process exceeds the maximum cable pulling amount that the standard tensioning end anchor cup in the construction state can provide, or the cable releasing amount of the tensioning end anchor cup required exceeds the maximum cable releasing amount that the standard tensioning end anchor cup in the construction state can provide, the tensioning end anchor cup is lengthened; When the cable pulling amount of the tensioning end anchor cup required during the construction process exceeds the maximum cable pulling amount that the tensioning end anchor cup in the construction state standard can provide, the reverse elongation value of the tensioning end anchor cup ; When the actual cable releasing amount of the tensioning end anchor cup required during the construction process exceeds the maximum cable releasing amount that the standard tensioning end anchor cup in the construction state can provide, the positive elongation value of the tensioning end anchor cup .

6. A method for designing the cable length of stay cables based on multi-state and same target as claimed in claim 5, characterized in that: Based on the stress-free state control method, calculate the maximum adjustment amount of the stay cables in the corresponding operation stage from the theoretical completed bridge target state to each actual operation state. The specific steps include: Based on the stress-free state control method and according to the stress-free cable lengths under different actual operation states, calculate the maximum cable pulling amount and the maximum cable releasing amount of the tensioning end anchor cup actually required during the operation process: Among them, represents the maximum cable pulling amount of the tension end anchor cup required during operation, represents the maximum cable releasing amount of the tension end anchor cup required during operation, represents the stress-free cable length under the first actual operating state, represents the stress-free cable length under the second actual operating state, represents the stress-free cable length under the third actual operating state; When the maximum cable pulling amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable pulling amount that the standard tensioning end anchor cup in the operation state can provide, or the maximum cable releasing amount of the tensioning end anchor cup actually required during the operation process exceeds the maximum cable releasing amount that the standard tensioning end anchor cup in the operation state can provide, the tensioning end anchor cup is lengthened; When the maximum cable pulling amount actually required during operation for the tensioning end anchor cup exceeds the maximum cable pulling amount that the tensioning end anchor cup in the standard operating state can provide, the reverse elongation value of the tensioning end anchor cup ; When the maximum cable releasing amount actually required during operation of the tensioning end anchor cup exceeds the maximum cable releasing amount that the tensioning end anchor cup in the operating state standard can provide, the positive elongation value of the tensioning end anchor cup .

7. The method for designing the cable length of a stay cable based on multiple states and the same target according to claim 6, characterized in that Design the length of the tensioning end anchor cup of the stay cable according to the calculated adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage. The specific steps include: Determine the design length value of the tensioning end anchor cup according to the positive lengthening value and the negative lengthening value of the tensioning end anchor cup: Among them, represents the designed length value of the tension end anchor cup. When tension end anchor cups are provided at both the tower and beam ends and both are in a tensioning condition, the total elongation value of the tension end anchor cups is , and the anchor cups at the tower and beam ends are designed with different sharing ratios; Determine the stress-free total length of the stay cable including the lengths of the tensioning end and the fixed end anchor cups at the reference temperature: Among them, represents the stress-free total length of the designed stay cable, represents the exposed length of the standard anchor cup anchor ring at the fixed end determined by the theoretical target state of the completed bridge, represents the exposed length of the standard anchor cup anchor ring at the tensioning end determined by the theoretical target state of the completed bridge.

8. A method for designing the cable length of a stay cable based on multiple states and the same target as claimed in claim 7, characterized in that, Calculate the exposed amounts of the tensioning end anchor cup under the construction closure target state and different actual operation states. Specifically: After manufacturing according to the designed stay cable parameter instructions, the total manufacturing length of the stay cable including the anchor cup at the reference temperature as feedback by the stay cable manufacturer , the increase in the stress-free cable length of the working section of the stay cable caused by the actual construction deviation of the stay cable anchor point ; Calculate the theoretical value of the exposed amount of the tensioning end cup under the construction closure target state: Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the construction closure target state, represents the corrected exposed amount value of the fixed end anchor cup after considering the processing of the stay cable and the deviation of the construction anchor point; Calculate the theoretical value of the exposed amount of the tensioning end anchor cup under the theoretical completed bridge target state: Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the theoretical target state of the completed bridge; Calculate the theoretical value of the exposed amount of the tensioning end anchor cup under the first actual operation state: Among them, represents the theoretical value of the exposed amount of the tensioning end anchor cup in the first actual operation state; Calculate the theoretical value of the exposed amount of the tensioning end anchor cup under the second actual operation state: Among them, represents the theoretical value of the exposed amount of the tension end anchor cup in the second actual operation state; Calculate the theoretical value of the exposed amount of the tensioning end cup under the third actual operation state: Among them, represents the theoretical value of the exposed amount of the tension end anchor cup in the third actual operation state.

9. A cable length design system for stay cables based on multiple states with the same target, characterized in that Include: A building module, which is used to build a full-bridge spatial finite element calculation model, determine the theoretical completed bridge target state and the construction closure target state under the bridge design state, and calculate the corresponding stress-free cable lengths of the stay cables; A first calculation module, which is used to simulate according to various actual operation states of the bridge by using the full-bridge spatial finite element calculation model, control the bridge alignment with the alignment of the theoretical completed bridge target state as the same target, check the bearing capacity of the bridge, and calculate the stress-free cable lengths of the stay cables under different actual operation states; A determination module, which is used to select standard stay cable products according to the specifications based on the stay cable parameters under the theoretical completed bridge target state, and determine the standard anchor cup adjustment amount parameters of the tensioning end and the fixed end of the stay cable; A second calculation module, which is used to calculate the adjustment amount of the stay cable in the corresponding construction stage from the theoretical construction closure target state to the theoretical completed bridge target state based on the stress-free state control method; A third calculation module, which is used to calculate the maximum adjustment amount of the stay cables corresponding to each actual operation state from the theoretical completed bridge target state based on the stress-free state control method; A design module, which is used to design the length of the anchor cup at the tensioning end of the stay cable according to the adjustment amount of the stay cable in the construction stage and the maximum adjustment amount of the stay cable in the operation stage obtained by calculation; An application module, which is used to correct the exposed amount of the fixed-end anchor cup based on the stress-free state control method, combined with the actual manufacturing deviation and the actual construction deviation of the anchor point of the stay cable, and at the same time calculate the exposed amount of the anchor cup at the tensioning end under the construction closure target state and different actual operation states, and guide the on-site stay cable tensioning operation to achieve the same target linear control of the completed bridge; Among them, the actual operation states include a first actual operation state, a second actual operation state, and a third actual operation state, and the same target means that the completed bridge alignment under various actual operation states is the designed alignment; The first actual operation state is the initial stage of operation, and at this time, the ballast unit weight is 17 kN / m 3 , and multiple-track railways are all opened; The ballast unit weight under the second actual operation state is 17 kN / m 3 , some railway lines are not opened, and the corresponding ballast or track structure has not been installed temporarily. The bridge is under eccentric load, and the linearity on the upstream and downstream sides of the main girder is controlled to be consistent. The different cable forces of the stay cables on the upper and lower sides are caused by the force difference. The third actual operation state is to adjust the cables after operating for many years based on the first actual operation state to solve the downward deflection of the mid-span of the main girder due to shrinkage creep.

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