CN111723422B - Method, device and system for verifying initial tensioning stage of stay cable of cable-stayed bridge - Google Patents
Method, device and system for verifying initial tensioning stage of stay cable of cable-stayed bridge Download PDFInfo
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Abstract
The embodiment of the application provides a verification method, device and system for a primary tensioning stage of a stayed cable of a cable-stayed bridge. The verification method comprises the following steps: according to the theoretical analysis model, determining the initial stretching theoretical pulling-out quantity delta L of the kth stay cable k theory ；△L k theory The theoretical pulling-out amount of the kth stay cable from the stress-free length to the initial stretching-in-place state in the theoretical analysis model is that the stress-free length is equal to the distance L between a tower end anchor point and a beam end anchor point before the kth stay cable is installed in the theoretical analysis model k theory 1 The method comprises the steps of carrying out a first treatment on the surface of the The actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual ；△L k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length to the initial stretching in-place state in the actual stretching process; according to DeltaL k actual And DeltaL k theory And checking the physical parameters and the working state of the kth stay cable. The method and the device solve the technical problem that the quality and the working state of the stay cable of the cable-stayed bridge cannot be found out in time in the initial tensioning stage of the stay cable.
Description
Technical Field
The application relates to the technical field of bridge engineering, in particular to a method, a device and a system for verifying an initial tensioning stage of a stay cable of a cable-stayed bridge.
Background
The stay cable is an important structural member of the cable-stayed bridge, and the pulling-out amount of the stay cable refers to the length of a pulling-out part of a pulling end corresponding to a cable force change value in the tensioning process of the stay cable. The tension cable force and the pulling-out amount of the stay cable are important parameters for the design and construction of the cable-stayed bridge, and checking unification of the cable force and the pulling-out amount is a key for controlling the quality and the stress state of the stay cable.
The cable-stayed bridge is generally formed by adopting staged construction, the construction of the stay cable is generally divided into two stages of primary tensioning and final tensioning, the primary tensioning corresponds to a construction intermediate state, and the final tensioning corresponds to a construction completion state. For final tensioning of the stay cable, stay cable pulling-out amount control is generally adopted at present, and cable force is used for checking. For the initial tensioning of the stay cable, only cable force control is adopted at present, and the pull-out amount of the stay cable is not adopted for checking. The single control of cable force adopted in the initial tensioning stage mainly has the following problems:
1. it is impossible to verify whether the physical parameters (e.g., modulus of elasticity) of the stay cable meet the requirements;
2. the influence of an oil pressure gauge and other cable force testing equipment is large, the reliability of a cable force value is poor, and the precision is low;
3. The stay cable forms a two-point supporting state through a tower end anchor point and a beam end anchor point, and the cable force single control cannot verify whether the stay cable is in a normal supporting state.
In summary, the single control of the cable force adopted in the initial tensioning stage is not beneficial to finding the quality problems of the stay cable and related equipment as soon as possible, and cannot verify whether the stay cable is in a normal working state. Because the stay cable belongs to a customized product, if a problem is found in the later stage of the construction of the cable-stayed bridge, the correction difficulty is high, the time is long, and the situation is very passive.
Therefore, the single control of cable force is adopted in the verification of the primary tensioning stage of the stayed cable of the cable-stayed bridge, so that the quality and the working state abnormality of the stayed cable cannot be found in time, and the technical problem to be solved by the technicians in the field is urgently needed.
The above information disclosed in the background section is only for enhancement of understanding of the background of the application and therefore it may contain information that does not form the prior art that is already known to a person of ordinary skill in the art.
Disclosure of Invention
The embodiment of the application provides a method, a device and a system for verifying the primary stretching stage of a stayed cable of a cable-stayed bridge, which are used for solving the technical problem that the stayed cable cannot be found in time due to single control of cable force in the primary stretching stage of the stayed cable of the cable-stayed bridge.
The embodiment of the application provides a verification method for an initial tensioning stage of a stay cable of a bridge, which comprises the following steps:
according to a preset theoretical analysis model, determining the initial tensioning theoretical pulling-out quantity delta L of the kth stay cable k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction quantity delta L k theory The theoretical pulling-out amount of the kth stay cable from the stress-free length to the initial stretching-in-place state in the theoretical analysis model is that the stress-free length is equal to the distance L between a tower end anchor point and a beam end anchor point before the kth stay cable is installed in the theoretical analysis model k theory 1 K is an integer of 1 or more;
the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein the actual pulling-out amount DeltaL of the initial stretching k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length to the initial stretching in-place state in the actual stretching process;
according to DeltaL k actual And DeltaL k theory And checking the physical parameters and the working state of the kth stay cable.
The embodiment of the application also provides the following technical scheme:
a device for verifying the initial tension phase of a stayed cable of a cable-stayed bridge, comprising:
the initial tensioning theory pull-out amount determining module is used for determining the initial tensioning theory pull-out amount delta L of the kth stay cable according to a preset theoretical analysis model k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction quantity delta L k theory The theoretical pulling-out amount of the kth stay cable from the stress-free length to the initial stretching-in-place state in the theoretical analysis model is that the stress-free length is equal to the distance L between a tower end anchor point and a beam end anchor point before the kth stay cable is installed in the theoretical analysis model k theory 1 K is an integer of 1 or more;
the initial stretching actual pulling-out amount acquisition module is used for carrying out actual construction on the kth stay cable to acquire the initial stretching actual pulling-out amount delta L of the kth stay cable k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein the actual pulling-out amount DeltaL of the initial stretching k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length to the initial stretching in-place state in the actual stretching process;
a checking module for checking the error according to DeltaL k actual And DeltaL k theory And checking the physical parameters and the working state of the kth stay cable.
The embodiment of the application also provides the following technical scheme:
the utility model provides a check-up system of cable-stay bridge stay cable initial stretch-draw stage which characterized in that includes:
one or more processors;
a storage means for storing one or more programs;
and when the one or more programs are executed by the one or more processors, the one or more processors are caused to implement the checking method of the cable stayed bridge cable initial tensioning stage.
By adopting the technical scheme, the embodiment of the application has the following technical effects:
firstly, according to a preset theoretical analysis model, determining the initial stretching theoretical pulling-out quantity delta L of a kth stay cable k theory The method comprises the steps of carrying out a first treatment on the surface of the The function of the step is to find the theoretical pulling-out amount between the tension of the unstressed length and the initial tension in-place state; the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual The method comprises the steps of carrying out a first treatment on the surface of the The function of this step is to find the actual length of the stay cable from the unstressed length during the actual tensioning processThe actual pulling-out amount between the initial stretching and the in-place state; finally, the actual extraction amount is compared with the theoretical extraction amount, if delta L k actual And DeltaL k theory The deviation is larger, so that the problem of the stayed cable is indicated to be larger, the problem of the physical parameter of the stayed cable is possibly caused, the problem of cable force testing equipment such as an oil pressure meter is also possibly caused, the problem of other equipment related to the stayed cable is also possibly caused, the problems of abnormal quality and working state of the stayed cable bridge can be solved in an initial tensioning stage, such as replacement of the stayed cable, cable force testing equipment and the like, and the situation that the problem cannot be found or can be solved after the final tensioning of the stayed cable bridge is avoided.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute a limitation on the application. In the drawings:
FIG. 1a is a schematic illustration of a motorized displacement phase in a cable-stayed bridge stay cable initial tension phase;
FIG. 1b is a schematic illustration of a sag resistance phase in a cable-stayed bridge stay cable initial tension phase;
FIG. 1c is a schematic illustration of an elastic elongation phase in a cable-stayed bridge stay cable initial tension phase;
FIG. 2 is a flow chart of a method for verifying an initial tension stage of a stayed cable of a cable-stayed bridge according to an embodiment of the application;
FIG. 3 is a graph of the initial pull-out theoretical amount DeltaL of the kth stay of FIG. 2 k theory Is a flow chart of (2);
FIG. 4 is a flowchart of step S110 in FIG. 2;
FIG. 5 is a flowchart of step S120 in FIG. 2;
FIG. 6 is a schematic illustration of the unstressed length of the stay cable of the verification method shown in FIG. 2;
FIG. 7 is a schematic diagram of the external load on the cable in the coordinate system of the stay cable in the derivation of the stress-free length of the stay cable, wherein the external load is any uniformly distributed load in the X direction and the Y direction;
fig. 8 is a schematic diagram of any micro-segment dx on the cable of fig. 7.
Reference numerals illustrate:
100 of the stay cables, wherein the stay cables,
210 tower end anchor, 220 beam end anchor.
Detailed Description
In order to make the technical solutions and advantages of the embodiments of the present application more apparent, the following detailed description of exemplary embodiments of the present application is provided in conjunction with the accompanying drawings, and it is apparent that the described embodiments are only some embodiments of the present application and not exhaustive of all embodiments. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other.
In order to clearly describe the verification method of the primary tensioning stage of the stayed cable of the cable-stayed bridge, the starting point and the technical concept of the embodiment of the application are explained.
The starting point of the technical scheme of the embodiment of the application. At present, the initial tension stage of the stay cable is not controlled by adopting the pull-out amount of the stay cable, and the main reason is that the stress state of the stay cable at the initial tension stage is complex, the theoretical calculation is difficult, and the actual pull-out amount has a plurality of influence factors and is difficult to correspond to the theoretical value.
The pulling-out amount of the stay cable has the following characteristics: (1) The stay cable can generate certain sagging under the action of dead weight, and when the cable force is increased, the pulling-out amount of the stay cable comprises elastic elongation caused by tensioning and elongation caused by sagging is overcome; (2) The cable-stayed bridge is of a flexible system structure, and a tower end anchor point and a beam end anchor point can generate displacement in the tensioning process of the cable-stayed cable to influence the pulling-out amount of the cable-stayed cable; (3) The stay cable can generate certain bending torsion in a natural state, and the cable force and the cable length change value show a strong nonlinear relation in a section with relatively small cable force. Therefore, the initial Zhang Laba amount of the stay cable is closely related to not only parameters such as the dead weight and the elastic modulus of the cable, but also cable force, cable length, cable sag, structural system rigidity and the like. The analysis and monitoring of the pull-out amount of the stay cable is not only the checking of the physical parameters of the stay cable, but also the verification of the rigidity of the structural system.
Fig. 1 a-1 c are schematic diagrams of three stages of a cable-stayed bridge stay cable initial tension stage, wherein the stay cable is denoted by 100, a tower end anchor point is denoted by 210, and a beam end anchor point is denoted by 220. The primary stretching process of the stay cable mainly comprises the following stages: (1) motorized displacement phase (fig. 1 a). The tension of the stay cable is unchanged, the stay cable generates rigid displacement under the action of the tension, the pulling-out amount of the stay cable is continuously increased, and the supporting state of the stay cable is gradually changed from multi-point elastic supporting to two-end anchor point supporting; (2) sag resistance phase (fig. 1 b). The tension of the stay cable is gradually increased, the pulling-out amount of the stay cable is continuously increased, and the pulling-out amount is mainly the deformation amount for resisting sagging; (3) elastic elongation stage (FIG. 1 c). The tension of the stay cable is further increased, the pulling-out amount of the stay cable is continuously increased, and the elastic elongation of the stay cable is the main component in the pulling-out amount. All three stages are divided according to ideal states, each state has an overlapping section, and the pulling-out amount and the cable force change of the stay cable show obvious nonlinear characteristics.
According to the characteristics of the initial tensioning process of the stay cable, the pulling-out amount of the stay cable from the installation to the tensioning in place is related to not only the manufacturing state and the installation state of the stay cable, but also various factors such as the type, the specification, the cable length, the inclination angle and the like of the stay cable. Because the initial state of the stay cable cannot be predicted, the pulling-out amount generated by resisting sag deformation is difficult to simulate, and the whole process pulling-out amount analysis for realizing the initial tensioning of the stay cable is not feasible. Therefore, the pulling-out amount control of the initial tensioning of the stay cable needs to determine a specific section of the initial tensioning process of the stay cable, and the cable force and the pulling-out amount of the stay cable in the section can be judged through theoretical analysis and actual measurement.
The technical conception of the embodiment of the application aims to find a mode of combining the cable force and the pulling-out amount of the stay cable to verify the initial tensioning stage of the stay cable of the cable-stayed bridge.
In the verification method of the initial stretching stage of the stayed cable bridge, the initial stretching pulling-out amount of the stayed cable bridge is required to be calculated, and the basic principle of calculation is to determine the critical point of the sag resistance stage and the elastic stretching stage in the stretching process of the stayed cable, calculate the pulling-out amount of the stayed cable from the critical point to the initial stretching in place and verify the pulling-out amount with the corresponding cable force.
The calculation method for calculating the stay cable pulling-out amount from the critical point to the initial stretching in place is based on the following basic assumption: (1) stay cables can only be pulled, cannot be pressed and can be bent; (2) The stay cable is a linear elastic material, and the elastic elongation of the stay cable accords with Hooke's law; (3) The pulling-out amount of the stay cable in the elastic extension stage is only the elastic extension value of the stay cable.
The calculation method for calculating the pull-out amount of the inhaul cable from the critical point to the initial tensioning in place is based on the following definition: (1) The initial Zhang Laba output of the stay cable is Zhang Laba output of the stay cable in the elastic elongation stage; (2) The stress-free installation state of the stay cable is taken as a critical point of a sag resistance stage and an elastic elongation stage, and is an ideal state in which the stay cable is assumed to be unstressed and stress is not generated. After the stay cables are installed in the unstressed installation state, the unstressed length of the stay cables is equal to the distance L between the anchor point of the tower end and the anchor point of the beam end before the installation of the kth stay cable in the theoretical analysis model k theory 1 . The tension end cable force of the stay cable in the stress-free installation state is critical cable force.
Fig. 2 is a flowchart of a method for verifying an initial tension stage of a stayed cable of a cable-stayed bridge according to an embodiment of the present application.
As shown in fig. 2, the method for verifying the initial tensioning stage of the stay cable of the cable-stayed bridge according to the embodiment of the application comprises the following steps:
step S100: according to a preset theoretical analysis model, determining the initial tensioning theoretical pulling-out quantity delta L of the kth stay cable k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction quantity delta L k theory The theoretical pulling-out amount of the kth stay cable from the stress-free length to the initial stretching-in-place state in the theoretical analysis model is that the stress-free length is equal to the distance L between a tower end anchor point and a beam end anchor point before the kth stay cable is installed in the theoretical analysis model k theory 1 K is an integer of 1 or more;
step S200: the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein the actual pulling-out amount DeltaL of the initial stretching k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length to the initial stretching in-place state in the actual stretching process;
step S300: according to DeltaL k actual And DeltaL k theory And checking the physical parameters and the working state of the kth stay cable.
The verification method of the primary tensioning stage of the stayed-cable of the cable-stayed bridge comprises the steps of firstly determining the primary tensioning theoretical pulling-out quantity delta L of a kth stayed-cable according to a preset theoretical analysis model k theory The method comprises the steps of carrying out a first treatment on the surface of the The function of the step is to find the theoretical pulling-out amount between the tension of the unstressed length and the initial tension in-place state; the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual The method comprises the steps of carrying out a first treatment on the surface of the The step is used for finding the actual pulling-out amount of the actual length of the stay cable from the unstressed length stretching to the initial stretching in-place state in the actual stretching process; finally, the actual extraction amount is compared with the theoretical extraction amount, if delta L k actual And DeltaL k theory The deviation is larger, so that the problem of the stayed cable is indicated, and the larger deviation is caused, and the deviation can be the problem of the physical parameters of the stayed cable, the problem of cable force testing equipment such as an oil pressure meter, and the problem of other equipment related to the stayed cable.
When DeltaL k actual Relative to DeltaL k theory When the error rate of (2) is equal to or less than 5%, the physical properties and mechanical state of the stay cable are considered to be satisfied within the normal range.
In practice, FIG. 3 is a graph of FIG. 2 illustrating the theoretical pull-out ΔL of the initial tension of the kth stay k theory Is a flow chart of (a). As shown in fig. 3, step S100 specifically includes:
step S110: in a preset theoretical analysis model, determining the distance L between a tower end anchor point and a beam end anchor point before obliquely installing a kth stay cable k theory 1 ；
Step S120: in a preset theoretical analysis model, when the kth stay cable is stretched to the initial Zhang Ladao position, determining the unstressed length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position k theory 2 ；
Step S130: calculating the initial tension theoretical pulling-out quantity delta L of the kth stay cable k theory ，△L k theory ＝L k theory 1 -L k theory 2 。
Determination of L respectively k theory 1 And L k theory 2 Thereby calculating the initial tension theoretical pulling-out quantity DeltaL of the kth stay cable k theory ，△L k theory ＝L k theory 1 -L k theory 2 。
In practice, fig. 4 is a flowchart of step S110 in fig. 2. As shown in fig. 4, step S110 specifically includes:
step S111: in a preset theoretical parting model, acquiring coordinate values after deformation of a tower end anchor point and a beam end anchor point when the initial tensioning of the stay cable is not performed according to a theoretical analysis result before the initial tensioning of the stay cable;
Step S112: in a preset theoretical parting model, according to the coordinate values of the tower end anchor point and the beam end anchor point after deformation when the stay cable is installed without primary stretching, calculating to obtain the distance L between the tower end anchor point and the beam end anchor point before the stay cable is installed k theory 1 。
In a preset theoretical parting model, firstly, installing a stay cable according to a theoretical analysis result before the stay cable is initially tensioned, and when the stay cable is not initially tensioned, the coordinate values after deformation of a tower end anchor point and a beam end anchor point are obtained; re-calculating to obtain L k theory 1 . Thus, L can be calculated conveniently k theory 1 。
In practice, fig. 5 is a flowchart of step S120 in fig. 2. As shown in fig. 5, step S120 specifically includes:
step S121: in a preset theoretical analysis model, determining that the kth stay cable is stretched to be initially stretchedIn the position state, the theoretical value T of the initial tension required by the kth stay cable k theory 2 ；
Step S122: in a preset theoretical analysis model, according to the theoretical value T of the initial tension required by the kth stay cable k theory 2 Analyzing construction stage, simulating the unstressed length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position k theory 2 。
Theoretical value T of initial tension required by kth stay cable k theory 2 And the unstressed length L of the kth stay cable between anchor points when initially tensioning in place k theory 2 These two values, theoretical value T of initial tension required by kth stay cable in theoretical calculation k theory 2 Is capable of being calculated by a theoretical analysis model. Therefore, in the above steps, T is calculated by theoretical calculation k theory 2 Then pass through T k theory 2 And L k theory 2 The coincidence relation is calculated, so that L can be conveniently obtained k theory 2 。
In implementation, step S200 specifically includes:
step S210: in the actual construction of the kth stay, the actual value F of the cable force of the kth stay k actual Is T k theory 1 And T k theory 2 When the stay cable is pulled out, the pulling-out amount of the stay cable is marked;
step S220: calculate DeltaL k actual ，△L k actual For the length DeltaL between the mark points k actual 。
Wherein T is k theory 1 In a preset theoretical analysis model, when the length of the kth stay cable is the unstressed length, construction stage analysis is carried out, and the cable force of the kth stay cable in the unstressed installation state is obtained through simulation.
Adopts the actual value F of the cable force of the kth stay cable k actual Is T k theory 1 And T k theory 2 When the stay cable pulling-out amount is marked, the delta L can be conveniently obtained k actual 。
In implementation, step S200 further includes:
step S201: cable for useIn an installation state model of the unit simulation full-bridge stay cable, the kth stay cable is installed in a simulation mode according to the unstressed length, construction stage analysis is carried out, and the cable force T of the kth stay cable in the unstressed state is obtained in a simulation mode k theory 1 ；
The preset theoretical analysis model comprises a cable unit simulation full-bridge stay cable installation state model.
Thus, the k-th stay cable is simulated and installed according to the unstressed length, and the construction stage is simulated, so that the cable force T of the k-th stay cable in the unstressed installation state can be conveniently obtained k theory 1 。T k theory 1 And the stress-free length, the theoretical calculation is based on the stress-free length being equal to the distance L between the tower end anchor point and the beam end anchor point before the k-th stay cable is installed in the theoretical analysis model k theory 1 ，L k theory 1 Is capable of being calculated by a theoretical analysis model. Therefore, in the above steps, L is calculated by theoretical calculation k theory 1 So that the unstressed length of the kth stay cable is equal to L k theory 1 Then construction stage analysis is carried out, and T is obtained by simulation k theory 1 。
In implementation, step S200 further includes:
Step S202: in a model of a main girder cantilever assembly construction stage of the cable-stayed bridge, each main girder section of the cable-stayed bridge is correspondingly provided with a pair of stay cables, the stay cables are arranged according to the main girder, and the initial tensioning of the stay cables is simulated in stages; determining the theoretical value of the initial tension of each stay cable by taking main girder segment closure as a target;
the preset theoretical analysis model comprises a model of the cable-stayed bridge girder cantilever assembly construction stage.
Establishing a model of the assembly construction stage of the main girder cantilever of the cable-stayed bridge, providing preconditions for determining the theoretical value of the initial tension of each stay cable, and calculating the distance L between the anchor point of the tower end and the anchor point of the beam end before the installation of the stay cable k theory 1 Preconditions are provided.
Specifically, the model is established by adopting cable-stayed bridge professional finite element software at the assembly construction stage of the main girder cantilever of the cable-stayed bridge, the girder and the tower are simulated by adopting girder units, the stay cable is simulated by adopting cable units, and the overall analysis considers geometric nonlinearity.
The model needs to consider geometric nonlinear factors such as structural large displacement effect, suspension effect of stay cables, P-delta effect of beams and towers and the like in the main girder cantilever assembly construction stage of the cable-stayed bridge, and the model needs to consider the construction stages before and after the installation of the stay cables.
Specifically, in the installation state model for simulating the full-bridge stay cable by using the cable unit, the step of simulating and installing the kth stay cable according to the unstressed length specifically comprises the following steps:
adopting a cable force iteration mode to enable the kth stay cable to reach the stress-free length;
or by a finite element program with a stress-free length control function.
The two methods can realize the simulation installation of the kth stay cable according to the unstressed length, and the kth stay cable can be selected according to the actual situation.
Specifically, in a preset theoretical analysis model, according to the theoretical value T of the initial tension required by the kth stay cable k theory 2 Simulating installation, analyzing construction stage, and simulating the stress-free length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position state k theory 2 The method specifically comprises the following steps:
adopts a cable force iteration mode to enable the kth stay cable to reach a required initial tension theoretical value T k theory 2 ；
Or by a finite element program with a cable force control function.
Both methods can realize that the kth stay cable reaches the required initial tension theoretical value T k theory 2 And selecting according to actual conditions.
Specifically, fig. 6 is a schematic illustration of the unstressed length of the stay cable of the verification method shown in fig. 2. The unstressed length is calculated by the following formula:
Wherein L is 0 For unstressed length, l is the horizontal distance between the anchor point of the tower end and the anchor point of the beam end, H is the horizontal tension of the stay cable, EA is the elastic modulus of the stay cable with the cross-sectional area A, x is the horizontal coordinate of any point on the stay cable, y is the vertical coordinate of any point on the stay cable, q is the vertical uniform load along the length direction of the stay cable, H is the vertical distance between the anchor point of the tower end and the anchor point of the beam end, sinh is a hyperbolic sine function, and dash is a hyperbolic cosine function.
Fig. 6 is an arbitrary stress state of the stay cable in a two-point supporting condition, namely, an arbitrary state in two stages of fig. 1b and 1c, not the stage state of fig. 1 a.
The stress-free length calculation formula is based on a basic equilibrium differential equation of any micro section of the stay cable:
the basic rope equation is obtained by considering the boundary condition:
the total length (the length after the extension after the stress) and the extension of the stay cable are obtained through integration respectively, and then the stress-free length of the stay cable is obtained by subtracting the extension from the total length. Total length and elongation respectively correspond to L 0 A first term and a second term in the formula.
The meaning of each parameter in the formula is:
L 0 is the unstressed length of the stay cable;
h is the horizontal tension of the stay cable, and the horizontal tension of two anchor points of the stay cable is the same, namely h=ha=hb;
E is the elastic modulus of the stay cable;
a is the cross-sectional area of the stay cable; EA is the elastic modulus of the stay cable with the cross section area A;
q is the vertical uniform load along the length direction of the stay cable, namely the dead weight of the stay cable;
alpha A is the included angle between the tangent line of the anchor point (anchor point A) at the beam end of the stay cable and the X axis;
αB is the included angle between the tangent line of the anchor point (anchor point B) at the end of the stay cable tower and the X axis;
l is the horizontal distance between the tower end anchor point (anchor point B) and the beam end anchor point (anchor point A);
h is the vertical distance between the tower end anchor point (anchor point B) and the beam end anchor point (anchor point A);
TA is stay cable force at a beam end anchor point (anchor point A);
TB is stay cable force at a tower end anchor point (anchor point B);
HA is the horizontal component of the stay cable force at the anchor point (anchor point A) of the beam end;
VA is the vertical component of the stay cable force at the anchor point (anchor point A) of the beam end;
HB is the horizontal component of the stay cable force at the beam end anchor point (anchor point A);
VB is the vertical component of the stay cable force at the anchor point (anchor point B) of the tower end.
The stress-free length of the stay cable is deduced based on the following steps:
1. basic premise
1. The cord is ideally flexible, neither being stressed nor being resistant to bending.
The cross section size of the cable is very tiny compared with the cable length, namely the bending rigidity of the cross section of the cable is not counted; the curve of the rope has a turning part, and when the turning curvature is not large, the local bending stress can be ignored.
2. The material of the rope conforms to Hooke's law.
The deformation of the cable can be quite large, but the stress of the cable is smaller than the ultimate bearing capacity, and the cable is in an elastic range; the cable is in inelastic deformation in the initial state, and the inelastic deformation can be eliminated by pre-tensioning.
2. Equilibrium equation of rope
The outer load on the cable is assumed to be any evenly distributed load in the X-direction and Y-direction in the coordinate system shown in fig. 7. According to the first precondition of the upper section, the tension of the cable can only act in the tangential direction of the cable.
Taking any micro-segment dx on the cable, and the stress of the cable micro-segment is shown in figure 8.
From the static equilibrium conditions of the cable micro-segment unit, it is possible to obtain:
(1) The equation (2) is the static equilibrium equation of the rope.
Considering that the cables are normally only subjected to vertical dead weight load and no horizontal load, i.e. q x =0, according to formula (1), at this timeSubstituting the equation into the equation (2) to obtain a basic equilibrium equation of the cable under the general condition:
3. stay cable stress-free cable length solution and iterative algorithm
The calculation scheme for the stay cable may be generally represented in the form as shown in fig. 6.
Q in formula (3) y The load is vertically distributed along the X direction of the cable, the dead weight q of the actual cable is vertically and uniformly distributed along the length direction of the cable, and the relationship between the load and the dead weight is as follows:
q y dx＝qds，Thus there is
Substituting formula (4) into formula (3) can yield:
integrating equation (5) and taking into account the boundary conditions x=0, y=0 and x=l, y=h, we can obtain
Wherein, the liquid crystal display device comprises a liquid crystal display device,
deriving x from the left and right sides of (6) by the boundary condition y' x＝0 ＝tanα B Can obtain
The catenary length of the rope obtained by integrating (6) is
The elastic elongation value of the rope under the action of the tension T is
Wherein w is represented by formula (I).
The unstressed length of the rope is
S 0 ＝S-ΔS(10)
Stress free length L of rope 0 Using S in the derivation of the above formula 0 Indicated by the expression.
4. Iterative algorithm of cable length (only represents one algorithm, other methods can be used to solve the above formula)
(1) Take the initial value alpha B0 ＝atan(h/l)；
(2) Taking H B0 ＝T B cosα B0 ；
(3) Will H B0 Substituting into formula (7) to obtain alpha B1 ；
(4) Repeating the first three steps (. Alpha B0 →α B1 ) 3 to 5 times of the process to obtain stable H B ；
(5) Will H B And substituting each parameter into the formulas (I), (8), (9) and (10) to obtain S and delta S, S 0 。
Example two
The second embodiment of the application provides a calibration device for a primary tensioning stage of a stayed cable of a cable-stayed bridge, which comprises:
the initial tensioning theory pull-out amount determining module is used for determining the initial tensioning theory pull-out amount delta L of the kth stay cable according to a preset theoretical analysis model k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction quantity delta L k theory The theoretical pulling-out amount of the kth stay cable from the stress-free length to the initial stretching-in-place state in the theoretical analysis model is that the stress-free length is equal to the distance L between a tower end anchor point and a beam end anchor point before the kth stay cable is installed in the theoretical analysis model k theory 1 K is an integer of 1 or more;
the initial stretching actual pulling-out amount acquisition module is used for carrying out actual construction on the kth stay cable to acquire the initial stretching actual pulling-out amount delta L of the kth stay cable k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein the actual pulling-out amount DeltaL of the initial stretching k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length to the initial stretching in-place state in the actual stretching process;
a checking module for checking the error according to DeltaL k actual And DeltaL k theory For the physical parameters and theAnd checking the working state.
In implementation, the initial tension theory pull-out amount determining module includes:
L k theory 1 The determining submodule is used for determining the distance L between the tower end anchor point and the beam end anchor point before obliquely installing the kth stay cable in a preset theoretical analysis model k theory 1 ；
L k theory 2 The determining submodule is used for determining the unstressed length L between anchor points of the kth stay cable when the kth stay cable is stretched to the first Zhang Ladao bit state in a preset theoretical analysis model k theory 2 ；
△L k theory A calculation sub-module for calculating the initial tension theoretical pulling-out quantity DeltaL of the kth stay cable k theory ，△L k theory ＝L k theory 1 -L k theory 2 。
In practice, the L k theory 1 The determining submodule specifically comprises:
the two-end anchor point determining unit is used for acquiring coordinate values after deformation of the tower-end anchor point and the beam-end anchor point when the stay cable is installed and is not initially tensioned according to a theoretical analysis result before the stay cable is initially tensioned in a preset theoretical parting model;
L k theory 1 The determining unit is used for calculating and obtaining the distance L between the tower end anchor point and the beam end anchor point before the stay cable is installed according to the deformed coordinate values of the tower end anchor point and the beam end anchor point when the stay cable is installed and the initial tensioning is not carried out in a preset theoretical parting model k theory 1
In practice, the L k theory 2 The determining submodule includes:
T k theory 2 A determining unit for determining the theoretical value T of the initial tension required by the kth stay cable when the kth stay cable is tensioned to the initial Zhang Ladao position state in a preset theoretical analysis model k theory 2 ；
L k theory 2 A determining unit for determining the theoretical value T of the initial tension required by the kth stay cable in a preset theoretical analysis model k theory 2 Analyzing construction stage, and simulating the kth rootWhen the stay cable is stretched to the initial Zhang Ladao position, the stress-free length L between anchor points of the kth stay cable when the stay cable is stretched in place initially k theory 2 。
In implementation, the initial stretching actual pulling-out amount obtaining module includes:
a marking sub-module for applying the actual value F of the cable force of the kth stay cable when actually constructing the kth stay cable k actual Is T k theory 1 And T k theory 2 When the stay cable is pulled out, the pulling-out amount of the stay cable is marked;
△L k actual A calculation sub-module for calculating DeltaL k actual ，△L k actual For the length DeltaL between the mark points k actual ；
Wherein T is k theory 1 In a preset theoretical analysis model, when the length of the kth stay cable is the unstressed length, construction stage analysis is carried out, and the cable force of the kth stay cable in the unstressed installation state is obtained through simulation.
In implementation, the initial stretching actual pulling-out amount obtaining module further comprises:
T k theory 1 The determining submodule is used for simulating and installing the kth stay cable according to the unstressed length in a mounting state model of simulating the full-bridge stay cable by using the cable unit, analyzing the construction stage and obtaining the cable force T of the kth stay cable in a unstressed state in a simulation manner k theory 1 ；
The preset theoretical analysis model comprises a cable unit simulation full-bridge stay cable installation state model.
In implementation, the initial stretching actual pulling-out amount obtaining module further comprises:
T k theory 2 The determining submodule is used for installing each girder segment of the cable-stayed bridge corresponding to a pair of stay cables in the model of the assembly construction stage of the girder cantilever of the cable-stayed bridge, installing the cable-stayed bridge according to the girder, and simulating the initial stretching of the stay cables in place in stages; determining the theoretical value of the initial tension of each stay cable by taking main girder segment closure as a target;
the preset theoretical analysis model comprises a model of the cable-stayed bridge girder cantilever assembly construction stage.
Example III
The embodiment of the application provides a verification system for a primary tensioning stage of a stay cable of a cable-stayed bridge, which comprises the following components:
one or more processors;
a storage means for storing one or more programs;
the one or more programs, when executed by the one or more processors, cause the one or more processors to implement a method of verifying a cable-stayed cable initial tension stage of a cable-stayed bridge as described in embodiment one.
In describing the present application and its embodiments, it should be understood that the orientation or positional relationship indicated by the terms "top", "bottom", "height", etc. are based on the orientation or positional relationship shown in the drawings, are merely for convenience of description and simplification of the description, and are not indicative or implying that the apparatus or element in question must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as limiting the present application.
In the present application and its embodiments, unless explicitly specified and limited otherwise, the terms "disposed," "mounted," "connected," "secured," and the like are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrated; the device can be mechanically connected, electrically connected and communicated; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
In the present application and its embodiments, unless explicitly specified and limited otherwise, a first feature "above" or "below" a second feature may include both the first and second features being in direct contact, and may also include both the first and second features not being in direct contact but being in contact with each other by way of additional features therebetween. Moreover, a first feature being "above," "over" and "on" a second feature includes the first feature being directly above and obliquely above the second feature, or simply indicating that the first feature is higher in level than the second feature. The first feature being "under", "below" and "beneath" the second feature includes the first feature being directly above and obliquely above the second feature, or simply indicating that the first feature is less level than the second feature.
The above disclosure provides many different embodiments, or examples, for implementing different structures of the application. The foregoing description of specific example components and arrangements has been presented to simplify the present disclosure. They are, of course, merely examples and are not intended to limit the application. Furthermore, the present application may repeat reference numerals and/or letters in the various examples, which are for the purpose of brevity and clarity, and which do not themselves indicate the relationship between the various embodiments and/or arrangements discussed. In addition, the present application provides examples of various specific processes and materials, but one of ordinary skill in the art will recognize the application of other processes and/or the use of other materials.
While preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the application.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present application without departing from the spirit or scope of the application. Thus, it is intended that the present application also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (16)
1. The verification method for the primary tensioning stage of the stayed cable of the cable-stayed bridge is characterized by comprising the following steps of:
according to a preset theoretical analysis model, determining the initial tensioning theoretical pulling-out quantity delta L of the kth stay cable k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction amount delta L k theory Is that the kth stay cable is inclined from the stay cable installation in the unstressed installation state in the theoretical analysis modelThe theoretical pulling-out amount of the tension of the unstressed length of the stay cable to the initially tensioned state is equal to the distance L between the tower end anchor point and the beam end anchor point before the k-th stay cable is installed in the theoretical analysis model after the stay cable is installed in the unstressed installation state k theory 1 K is an integer of 1 or more;
the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching actual pulling-out amount delta L k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length of the stay cable after the stay cable is installed in the unstressed installation state to the initial tensioning in-place state in the actual tensioning process;
according to DeltaL k actual And DeltaL k theory Checking physical parameters and working states of the kth stay cable;
When DeltaL k actual Relative to DeltaL k theory When the error rate of the stay cable is less than or equal to any value within 5%, the physical property and the mechanical state of the stay cable are considered to be satisfied within the normal range;
the actual construction is carried out on the kth stay cable, and the initial stretching actual pulling-out quantity delta L of the kth stay cable is obtained k actual Specifically comprises the following steps:
in the actual construction of the kth stay, the actual value F of the cable force of the kth stay k actual Is T k theory 1 And T k theory 2 When the stay cable is pulled out, the pulling-out amount of the stay cable is marked;
calculating DeltaL k actual ，ΔL k actual For marking the length DeltaL between points k actual ；
Wherein T is k theory 1 In a preset theoretical analysis model, when the length of the kth stay cable is the unstressed length of the stay cable after the stay cable is installed in a unstressed installation state, performing construction stage analysis, and simulating the cable force of the kth stay cable in the unstressed installation state; in a preset theoretical analysis model, determining a theoretical value T of initial tension required by the kth stay cable when the kth stay cable is tensioned to an initial Zhang Ladao position state k theory 2 ；
The unstressed installation state of the stay cable is used as a critical point of a sag resistance stage and an elastic elongation stage.
2. The method according to claim 1, wherein the initial tension theoretical pulling-out amount Δl of the kth stay cable is determined based on a preset theoretical analysis model k theory Specifically comprises the following steps:
in a preset theoretical analysis model, determining the distance L between a tower end anchor point and a beam end anchor point before obliquely installing a kth stay cable k theory 1 ；
In a preset theoretical analysis model, when the kth stay cable is stretched to the initial Zhang Ladao position, determining the unstressed length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position k theory 2 ；
Calculating the initial tension theoretical pulling-out quantity delta L of the kth stay cable k theory ，ΔL k theory ＝L k theory 1 -L k theory 2 。
3. The method of calibrating according to claim 2, wherein a distance L between a tower end anchor point and a beam end anchor point before obliquely installing a kth stay cable is determined k theory 1 Specifically comprises the following steps:
in a preset theoretical parting model, acquiring coordinate values after deformation of a tower end anchor point and a beam end anchor point when the initial tensioning of the stay cable is not performed according to a theoretical analysis result before the initial tensioning of the stay cable;
in a preset theoretical parting model, according to the coordinate values of the tower end anchor point and the beam end anchor point after deformation when the stay cable is installed without primary stretching, calculating to obtain the distance L between the tower end anchor point and the beam end anchor point before the stay cable is installed k theory 1 。
4. The method according to claim 3, wherein in a preset theoretical analysis model, when the kth stay cable is determined to be tensioned to the initial Zhang Ladao bit state, the unstressed length L between anchor points of the kth stay cable when the kth stay cable is initially tensioned in place is determined k theory 2 In particular, the steps ofComprising the following steps:
in a preset theoretical analysis model, according to the theoretical value T of the initial tension required by the kth stay cable k theory 2 Analyzing construction stage, simulating the unstressed length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position k theory 2 。
5. The method according to claim 4, wherein the actual construction is performed on the kth stay cable to obtain the initial tension actual pull-out amount ΔL of the kth stay cable k actual Further comprising the steps of:
in a model for simulating the installation state of a full-bridge stay cable by using a cable unit, a kth stay cable is installed in a simulation manner according to the unstressed length of the stay cable after the stay cable is installed in the unstressed installation state, construction stage analysis is carried out, and the cable force T of the kth stay cable in the unstressed state is obtained in a simulation manner k theory 1 ；
The preset theoretical analysis model comprises a cable unit simulation full-bridge stay cable installation state model.
6. The method according to claim 5, wherein the actual construction is performed on the kth stay cable to obtain the initial tension actual pull-out amount ΔL of the kth stay cable k actual Further comprising the steps of:
In a model of a main girder cantilever assembly construction stage of the cable-stayed bridge, each main girder section of the cable-stayed bridge is correspondingly provided with a pair of stay cables, the stay cables are arranged according to the main girder, and the initial tensioning of the stay cables is simulated in stages; determining the theoretical value of the initial tension of each stay cable by taking main girder segment closure as a target;
the preset theoretical analysis model comprises a model of the cable-stayed bridge girder cantilever assembly construction stage.
7. The method according to claim 6, wherein the model of the main girder cantilever splicing construction stage of the cable-stayed bridge is established by adopting cable-stayed bridge professional finite element software, the girder and the tower are simulated by adopting girder units, the stay cable is simulated by adopting cable units, and the overall analysis considers geometric nonlinearity.
8. The method according to claim 7, wherein in the step of simulating the installation state model of the full-bridge suspension cable by using the cable unit, the kth suspension cable is installed in a stress-free length simulation, comprising:
adopting a cable force iteration mode to enable the kth stay cable to reach the stress-free length;
or a finite element program with a stress-free length control function is adopted;
in a preset theoretical analysis model, according to the theoretical value T of the initial tension required by the kth stay cable k theory 2 Simulating installation, analyzing construction stage, and simulating the stress-free length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position state k theory 2 The method specifically comprises the following steps:
adopts a cable force iteration mode to enable the kth stay cable to reach a required initial tension theoretical value T k theory 2 ；
Or by a finite element program with a cable force control function.
9. The method of verification according to claim 8, wherein the unstressed length is calculated by the following formula:
wherein L is 0 Is of unstressed length, l isThe horizontal distance between the anchor point of the tower end and the anchor point of the beam end is H, EA is the horizontal tension of the stay cable, EA is the elastic modulus of the stay cable with the cross-sectional area of A, x is the horizontal coordinate of any point on the stay cable, y is the vertical coordinate of any point on the stay cable, q is the vertical uniform load along the length direction of the stay cable, and H is the vertical distance between the anchor point of the tower end and the anchor point of the beam end.
10. The utility model provides a verifying attachment of cable-stayed bridge stay cable stage of stretching, its characterized in that includes:
the initial tensioning theory pull-out amount determining module is used for determining the initial tensioning theory pull-out amount delta L of the kth stay cable according to a preset theoretical analysis model k theory The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching theory extraction amount delta L k theory The theoretical pulling-out amount of the kth stay cable in the theoretical analysis model from the tension of the unstressed length of the stay cable after the installation of the stay cable in the unstressed installation state to the initial tension in-place state is equal to the distance L between a tower end anchor point and a beam end anchor point before the installation of the kth stay cable in the theoretical analysis model k theory 1 K is an integer of 1 or more;
the initial stretching actual pulling-out amount acquisition module is used for carrying out actual construction on the kth stay cable to acquire the initial stretching actual pulling-out amount delta L of the kth stay cable k actual The method comprises the steps of carrying out a first treatment on the surface of the Wherein, the initial stretching actual pulling-out amount delta L k actual The actual pulling-out amount of the actual length of the kth stay cable from the unstressed length of the stay cable after the stay cable is installed in the unstressed installation state to the initial tensioning in-place state in the actual tensioning process;
a checking module for checking the delta L k actual And DeltaL k theory Checking physical parameters and working states of the kth stay cable; when DeltaL k actual Relative to DeltaL k theory When the error rate of the stay cable is less than or equal to any value within 5%, the physical property and the mechanical state of the stay cable are considered to be satisfied within the normal range;
The initial stretching actual pulling-out amount acquisition module comprises:
the sub-modules are marked up and the sub-modules,for the actual value F of the cable force of the kth stay cable when the kth stay cable is actually constructed k actual Is T k theory 1 And T k theory 2 When the stay cable is pulled out, the pulling-out amount of the stay cable is marked;
ΔL k actual A calculation sub-module for calculating DeltaL k actual ，ΔL k actual For marking the length DeltaL between points k actual ；
Wherein T is k theory 1 In a preset theoretical analysis model, when the length of the kth stay cable is the unstressed length of the stay cable after the stay cable is installed in a unstressed installation state, performing construction stage analysis, and simulating the cable force of the kth stay cable in the unstressed installation state; in a preset theoretical analysis model, determining a theoretical value T of initial tension required by the kth stay cable when the kth stay cable is tensioned to an initial Zhang Ladao position state k theory 2 ；
The unstressed installation state of the stay cable is used as a critical point of a sag resistance stage and an elastic elongation stage.
11. The verification device of claim 10, wherein the initial tension theory pull-out determination module comprises:
L k theory 1 The determining submodule is used for determining the distance L between the tower end anchor point and the beam end anchor point before obliquely installing the kth stay cable in a preset theoretical analysis model k theory 1 ；
L k theory 2 The determining submodule is used for determining the unstressed length L between anchor points of the kth stay cable when the kth stay cable is stretched to the first Zhang Ladao bit state in a preset theoretical analysis model k theory 2 ；
ΔL k theory A calculation sub-module for calculating the initial tension theory pull-out amount DeltaL of the kth stay cable k theory ，ΔL k theory ＝L k theory 1 -L k theory 2 。
12. The verification device of claim 11, wherein said L k theory 1 Determining submodule detailsComprising the following steps:
the two-end anchor point determining unit is used for acquiring coordinate values after deformation of the tower-end anchor point and the beam-end anchor point when the stay cable is installed and is not initially tensioned according to a theoretical analysis result before the stay cable is initially tensioned in a preset theoretical parting model;
L k theory 1 The determining unit is used for calculating and obtaining the distance L between the tower end anchor point and the beam end anchor point before the stay cable is installed according to the deformed coordinate values of the tower end anchor point and the beam end anchor point when the stay cable is installed and the initial tensioning is not carried out in a preset theoretical parting model k theory 1 。
13. The verification device of claim 12, wherein said L k theory 2 The determining submodule includes:
L k theory 2 A determining unit for determining the theoretical value T of the initial tension required by the kth stay cable in a preset theoretical analysis model k theory 2 Analyzing construction stage, simulating the unstressed length L of the kth stay cable between anchor points when the kth stay cable is stretched to the initial Zhang Ladao position k theory 2 。
14. The verification device of claim 13, wherein the initial tension actual pull-out amount acquisition module further comprises:
T k theory 1 The determining submodule is used for simulating and installing a kth stay cable according to the unstressed length of the stay cable after the stay cable is installed in the unstressed installation state in an installation state model of simulating the full-bridge stay cable by using the cable unit, analyzing the construction stage, and simulating to obtain the cable force T of the kth stay cable in the unstressed state k theory 1 ；
The preset theoretical analysis model comprises a cable unit simulation full-bridge stay cable installation state model.
15. The verification device of claim 14, wherein the initial tension actual pull-out amount acquisition module further comprises:
T k theory 2 The determining submodule is used for installing each girder segment of the cable-stayed bridge corresponding to a pair of stay cables in the model of the assembly construction stage of the girder cantilever of the cable-stayed bridge, installing the cable-stayed bridge according to the girder, and simulating the initial stretching of the stay cables in place in stages; determining the theoretical value of the initial tension of each stay cable by taking main girder segment closure as a target;
The preset theoretical analysis model comprises a model of the cable-stayed bridge girder cantilever assembly construction stage.
16. The utility model provides a check-up system of cable-stay bridge stay cable initial stretch-draw stage which characterized in that includes:
one or more processors;
a storage means for storing one or more programs;
the one or more programs, when executed by the one or more processors, cause the one or more processors to implement a method of verifying a cable-stayed cable initial tension stage of a cable-stayed bridge as claimed in any one of claims 1 to 9.
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