Cable bent tower steel anchor beam structure and hoisting construction method thereof

Abstract

The invention relates to the technical field of bridge construction, in particular to a cable bent tower steel anchor beam structure and a hoisting construction method thereof. The two steel corbels comprise corbel main bodies which are connected with the anchor beams through bolts before the stay cables are tensioned, and are welded to form fixed connection after the stay cables are tensioned; the inner side, relative to the tower column, of the tower wall steel plate is fixedly connected with the bracket body, the other side of the tower wall steel plate is fixedly provided with a connecting structure and a plurality of shear nails, the connecting structure connects the tower wall steel plate with the stiff framework of the tower column, and the shear nails connect the tower wall steel plate with the tower wall of the tower column; and the anchor beam and the steel corbel are integrally hoisted and mounted. According to the method, the anchor beams and the steel corbels are integrally assembled on the ground and then hoisted at a time, the single-joint construction period can be effectively shortened, the cable bent tower construction progress is accelerated, and alignment errors of split type high-altitude assembly are thoroughly avoided; the whole component is manufactured in a controlled environment, the axis deviation can be controlled, and zero deviation of the design position of an anchoring point of the stay cable is ensured.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge construction, in particular to a cable tower steel anchor beam structure and a hoisting construction method thereof. BACKGROUND

[0002] The steel anchor beam of the cable tower is a core component for anchoring the cable, and the installation quality thereof directly affects the cable force transmission efficiency and structural durability. The conventional steel anchor beam construction adopts a split installation process, in which the anchor beam body is hoisted and positioned in sections, and then the lateral steel brackets are assembled and welded in the air.

[0003] In the above construction method, the anchor beam and the steel bracket need to be positioned in the air, and the axial alignment error of the two is prone to exceed the limit due to the limitation of the cavity space of the tower and the influence of wind load. The shrinkage deformation of the bracket after welding will cause the anchoring point of the cable to deviate, forcing the cable to be tensioned at a non-design angle, thereby inducing additional bending moment. SUMMARY

[0004] The present application provides a cable tower steel anchor beam structure and a hoisting construction method thereof, which can effectively solve the problems pointed out in the background art.

[0005] To achieve the above-mentioned purpose, the technical solution adopted by the present application is as follows: A cable tower steel anchor beam structure is installed in the cavity of a tower column and fixedly connected to both sides of the tower column, comprising: an anchor beam, each end of which is anchored with a cable, and which bears the horizontal component force of the two cables; two steel brackets, which transmit the vertical component force from the anchor beam to the tower column on both sides of the anchor beam in the bridge direction, the steel bracket comprising: a bracket body, which is connected to the anchor beam by bolts before the cable is tensioned, and is welded to form a fixed connection after the cable is tensioned; a tower wall steel plate, one side of which is fixedly connected to the bracket body, and the other side of which is fixedly provided with a connecting structure and a plurality of shear studs, the connecting structure connecting the tower wall steel plate and the stiff frame of the tower column, and the shear studs connecting the tower wall steel plate and the tower wall of the tower column; the anchor beam and the steel bracket are hoisted and installed integrally; the connecting structure is a hydraulic telescopic structure, and the number of the connecting structures is greater than or equal to 2; the hydraulic telescopic structure comprises a cylinder body and a piston structure, the cylinder body is fixedly connected to the tower wall steel plate, and the piston structure is fixedly connected to the stiff frame, a first oil cavity on one side of the piston structure is connected to the outside of the cylinder body at a first point through an internal oil channel located on the cylinder body, and a second oil cavity on the other side of the piston structure is connected to the outside of the cylinder body at a second point; The first point and the second point are located on the fitting surface of the cylinder and the tower wall steel plate, and a through hole is arranged on the tower wall steel plate to pass through the pipeline; The hydraulic telescopic structure is loaded in stages during the concrete pouring process.

[0006] Further, during the concrete pouring process, a plurality of strain gauges are arranged on the surface of the tower wall steel plate, and a plurality of temperature sensors are arranged in layers in the concrete. Further comprising a control unit for performing the following operations: Receiving the deformation data collected by the strain gauges in real time and the concrete temperature data collected by the temperature sensors in real time; Generating a staged pre-tightening force loading curve for the hydraulic telescopic structure based on a solidification deformation prediction model, the staged pre-tightening force loading curve including load target values and time nodes of two stages of pre-setting and setting to final setting; Sending a control instruction to the hydraulic pump station to drive the hydraulic telescopic structure to perform length adjustment according to the staged pre-tightening force loading curve.

[0007] Further, the solidification deformation prediction model comprises: A strain topological network module for constructing a three-dimensional deformation field of the tower wall steel plate based on the deformation data; A temperature field reconstruction module for generating a hydration heat spatiotemporal chart based on the concrete temperature data; A bidirectional LSTM time series chain for predicting the shrinkage strain of the concrete from setting to final setting through a forward chain and identifying a risk period caused by temperature drop through a reverse chain; A parameterized finite element submodel for simplifying the tower wall steel plate and the connecting structure into a spring damping system, dynamically calculating the interfacial compressive stress when the hydraulic telescopic structure is shortened and the amount of prestress loss caused by concrete creep, and simultaneously outputting a preset initial interfacial compressive stress threshold; A decision output layer for generating the staged pre-tightening force loading curve according to the output of the bidirectional LSTM time series chain and the parameterized finite element submodel.

[0008] Further, the anchor beam comprises a box-shaped body and two anchor structures, and the two anchor structures are symmetrically fixed and installed inside the box-shaped body on both sides and fixedly connected with the cable anchor head. The anchor structure comprises a matching anchor pad and a pressure bearing plate, the pressure bearing plate is fixedly connected with the box-shaped body, and a stiffener plate is arranged at the connection position; The cable anchor head acts on the anchor pad, and the pressure is transmitted to the box-shaped body through the pressure bearing plate and the stiffener plate.

[0009] The application discloses a hoisting construction method of a cable tower steel anchor beam structure, which is applied to the cable tower steel anchor beam structure and comprises first section installation and height-joining installation of the cable tower steel anchor beam structure. The first section installation is performed on a tower column set section, after completion of installation of a stiff skeleton of the set section, the set section is formed by twice pouring, the first pouring is performed to a set elevation from a bottom opening of the tower wall steel plate of the first section cable tower steel anchor beam structure. The planar position and the elevation of the first section cable tower steel anchor beam structure are supported and adjusted through a support support fixedly connected with the tower column. The stiff skeleton and the connecting structure of the steel bracket are fixedly connected to realize positioning and reinforcement of the first section cable tower steel anchor beam structure, and the second pouring of the set section is performed. The height-joining installation is based on the previous cable tower steel anchor beam structure, the upper and lower gap of the adjacent two tower wall steel plates is 12-18 mm, and the upper and lower gap is adjusted through temporary pads during construction, and the temporary pads are removed after completion of construction.

[0010] Further, the height-joining installation comprises: The hoisting of the height-joining cable tower steel anchor beam structure is performed according to the hoisting mode of the first section cable tower steel anchor beam structure. When the tower wall steel plate of the height-joining cable tower steel anchor beam structure is aligned with the height and position of the previous tower wall steel plate to a set state, the tower crane hook is loosened until the weight of the height-joining cable tower steel anchor beam structure is entirely borne by the previous tower wall steel plate. The top opening planar position, the elevation and the relative height difference of the four corners of the height-joining cable tower steel anchor beam structure are re-measured. After re-measurement is qualified, the connection between the tower wall steel plate and the stiff skeleton and the concrete construction are performed on the section where the height-joining cable tower steel anchor beam structure is located.

[0011] Further, the support support is installed through opposite two tower wall side embedded steel plates in the tower column, the tower wall side extends in the horizontal bridge direction, and the embedded steel plate is arranged in the previous section of the set section.

[0012] Further, the support support comprises at least four support columns for supporting the bottom of the anchor beam, and a jack is arranged at the top of the support column and used for adjusting the elevation of the anchor beam.

[0013] Through the technical scheme of the application, the following technical effects can be achieved: In the application, the anchor beam and the steel bracket are hoisted once after the overall assembly on the ground, completely avoiding the alignment error of split high-altitude assembly; the overall component is manufactured in a controlled environment, the axis deviation is controllable, and the design position of the cable anchor point is ensured to be zero deviation. In the implementation process, the phased connection mode of bolt connection first and welding consolidation later is adopted, the main body of the bracket and the anchor beam are precisely temporarily fixed through bolts before the cable tensioning, the slip caused by the tensioning load is avoided, the final welding is carried out after the tensioning is completed, the interference of welding thermal deformation on the cable force transmission path is eliminated, and the additional bending moment induced by the anchor point deviation is eradicated; the overall hoisting reduces the high-altitude operation amount, can completely eliminate the high-risk welding process in split installation, can complete the anchoring system in place at one time, can effectively shorten the construction cycle of a single node, and can speed up the construction progress of the cable tower. BRIEF DESCRIPTION OF DRAWINGS

[0014] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description are only some embodiments described in the present application, and for those skilled in the art, other drawings can also be obtained from these drawings without creative labor.

[0015] Figure 1 It is a schematic diagram of installation of the cable tower steel anchor beam structure. Figure 2 It is a schematic diagram of structure of the cable tower steel anchor beam structure. Figure 3 It is a schematic diagram of installation of the hydraulic telescopic structure. Figure 2 It is a local enlarged view of E in the figure. Figure 4 It is a sectional view of A-A in the figure. Figure 2 It is a sectional view of B-B in the figure. Figure 5 Figure 2 It is a sectional view of C-C in the figure. Figure 6 It is a sectional view of D-D in the figure. Figure 5 It is a local enlarged view of F in the figure. Figure 7 Figure 2 It is a sectional view of G in the figure. Figure 8 It is a schematic diagram of installation of the hydraulic telescopic structure. Figure 5 It is a local enlarged view of H in the figure. Figure 9 Figure 8 It is a schematic diagram of installation of the hydraulic telescopic structure. Figure 10 It is a schematic diagram of installation of the hydraulic telescopic structure. Figure 11 It is a local enlarged view of H in the figure. Figure 10 It is a local enlarged view of H in the figure. Figure 12 ​​​A flowchart illustrating the hoisting and installation process of the steel anchor beam structure for the cable tower. Reference numerals: 1. Tower; 11. Cavity; 12. Tower wall; 2. Anchor beam; 21. Box-shaped main body; 21a. First web plate; 21b. First top plate; 21c. Bottom plate; 21d. Vertical stiffener; 21e. Horizontal diaphragm; 22. Anchoring structure; 22a. Anchor plate; 22b. Bearing plate; 22c. Stiffening plate; 3. Steel bracket; 31. Bracket body; 31a. Second top plate; 31b. Second web plate; 31c. Web plate stiffener; 32. Tower wall steel plate; 33. Connecting structure; 33a. Cylinder; 33b. Piston structure; 33c. First oil cavity; 33d. Internal oil passage; 33e. Second oil cavity; 34. Shear stud; 4. Stiffening frame. Detailed Implementation

[0016] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0017] Example 1 like Figures 1-11 As shown, a steel anchor beam structure for a cable tower is installed inside the cavity 11 of the tower column 1 and fixedly connected to both sides of the tower column, comprising: Anchor beam 2, with one stay cable anchored at each end, bears the horizontal component of the force from the two stay cables; two steel brackets 3, located on both sides of anchor beam 2 along the bridge direction, transfer the vertical force from anchor beam 2 to the tower column. The steel brackets 3 include: a bracket body 31, which is bolted to anchor beam 2 before the stay cables are tensioned, and welded to form a fixed connection after tensioning; a tower wall steel plate 32, which is fixedly connected to the bracket body 31 on one side, and a connecting structure 33 and several shear nails 34 are fixedly installed on the other side. The connecting structure 33 connects the tower wall steel plate 32 to the stiffening frame 4 of the tower column, and the shear nails 34 connect the tower wall steel plate 32 to the tower wall 12 of the tower column; anchor beam 2 and steel brackets 3 are hoisted and installed as a whole.

[0018] In this embodiment, see Figure 3 The main body 31 of the corbel can be specifically composed of a second top plate 31a, a second web plate 31b, and web plate reinforcing ribs 31c welded together. The top surface of the second top plate 31a is attached to the bottom surface of the anchor beam 2, and the length of the top surface protrusion can be specifically set according to the size of the anchor beam 2. In this embodiment, taking the second top plate 31a of the steel corbel 3 as 40mm thick as an example, two second web plates 31b are set under the second top plate 31a, and the second web plates 31b are 40mm thick. Correspondingly, the tower wall steel plate 32 is 32mm thick. The inner side of the tower wall steel plate 32 is welded to the main body 31 of the corbel, and the outer side is connected to the tower wall 12 by shear studs 34. In this embodiment, the shear studs 34 are 22mm cylindrical head weld studs with a length of 200mm.

[0019] In the present application, the anchor beam 2 and the steel bracket 3 are hoisted at one time after the overall assembly on the ground, completely avoiding the alignment error of split high-altitude assembly. The overall component is manufactured in a controlled environment, and the axis deviation can be controlled to ensure that the design position of the cable-stayed cable anchoring point is zero deviation. The phased connection mode of bolt connection first and welding consolidation later is adopted. Before the cable-stayed cable tensioning, the precise temporary fixing of the bracket main body 31 and the anchor beam 2 is realized through the bolt, avoiding the slip caused by the tensioning load. After the tensioning is completed, the final welding is carried out, eliminating the interference of the welding thermal deformation on the cable force transmission path and eliminating the additional bending moment induced by the anchoring point deviation. Through overall hoisting, the high-risk welding process in split installation can be completely eliminated, and the anchoring system can be completed in one hoisting, which can effectively shorten the construction cycle of a single node and speed up the construction progress of the cable tower 1.

[0020] As a preferred mode of the above embodiment, the connecting structure 33 is a steel plate structure. As shown in Figure 3 , by reasonably controlling the size, number and connection mode of the steel plate structure with the stiff skeleton 4, the required installation effect of the cable tower steel anchor beam structure can be achieved.

[0021] As another preferred mode of the above embodiment, as shown in Figure 10 and 11 , the connecting structure 33 is a hydraulic telescopic structure, and the number of settings is greater than or equal to 2. Referring to Figure 10 , a specific embodiment of 4 settings is shown, and the number of settings can be selected according to the actual working condition. The hydraulic telescopic structure includes: a cylinder body 33a and a piston structure 33b. The cylinder body 33a is fixedly connected with the tower wall steel plate 32, and the piston structure 33b is fixedly connected with the stiff skeleton 4. Both can be welded. The first oil cavity 33c on one side of the piston structure 33b is connected with the outside of the cylinder body 33a at a first point through the internal oil channel 33d located on the cylinder body 33a. The second oil cavity 33e on the other side of the piston structure 33b is connected with the outside of the cylinder body 33a at a second point. The two oil cavities are respectively for oil inlet and oil return. The first point and the second point are located on the abutting surface of the cylinder body 33a and the tower wall steel plate 32, and a through hole is provided on the tower wall steel plate 32 for the pipeline to pass through. This arrangement makes the oil circuit not affected by the concrete. The hydraulic telescopic structure is loaded in stages during the concrete pouring process.

[0022] The hydraulic telescopic structure can realize dynamic load adjustment during the whole period of concrete pouring, and can accurately compensate the concrete shrinkage through staged loading, so as to eliminate the risk of interface void and improve the bonding strength. In addition, in the implementation process, the pre-tightening force can also make the connecting structure 33 closely adhere to the stiff skeleton 4, eliminate the assembly gap and avoid the dislocation caused by pouring and vibrating. After hoisting is completed and the connection between the piston structure 33b end and the stiff skeleton 4 is completed, an initial pre-tightening force is provided. The pre-tightening force can be set according to the actual working condition.

[0023] As a preferred embodiment of the above, during the concrete pouring process, a plurality of strain gauges are arranged on the surface of the tower wall steel plate 32, and the distribution area preferably covers the entire range of the tower wall steel plate 32, and the density can be set as needed. The position of the strain gauge is on the other side of the tower wall steel plate 32 relative to the concrete pouring; a plurality of temperature sensors are arranged in the concrete inner layer, specifically including the inner layer, the middle layer and the surface layer; and a control unit is further included for performing the following operations: Receiving the deformation data collected by the strain gauges in real time and the concrete temperature data collected by the temperature sensors in real time, based on the collection of the above data, the coupling effect of the concrete shrinkage strain and the hydration heat temperature is captured in real time, so that the subsequent loading curve can be dynamically optimized, and the risk of interface separation is reduced; based on the solidification deformation prediction model, a phased pre-tightening force loading curve is generated for the hydraulic telescopic structure, the phased pre-tightening force loading curve includes load target values and time nodes of two stages of pre-setting and setting to final setting, in the implementation process, the load is accurately distributed according to the phase change nodes of setting and final setting, so that the compensation error is controllable, and the shrinkage stroke of the hydraulic telescopic structure is synchronized with the concrete deformation; sending control instructions to the hydraulic pump station to drive the hydraulic telescopic structure to perform length adjustment according to the phased pre-tightening force loading curve.

[0024] In this preferred embodiment, the global real-time monitoring of concrete deformation and temperature field changes is realized, and the pre-tightening force loading curve is dynamically optimized based on the intelligent prediction model, so that the precise stroke control of the hydraulic telescopic structure and the precise synchronization of the concrete shrinkage deformation are realized, the interface separation risk is eliminated, and the lifelong bonding strength of the steel-concrete structure is ensured. After the control is completed, in order to fix the length of the hydraulic telescopic structure, the extension rod can be fixedly connected with the piston structure 33b in advance, the extension rod is located on the opposite side of the piston structure 33b, the extension rod penetrates the cylinder body 33a along the axis direction of the piston structure 33b, and the extension rod and the cylinder body 33a establish dynamic sealing. The sealing form involved in the extension rod can refer to the sealing between the piston structure 33b and the cylinder body 33a; the extension rod also penetrates the tower wall steel plate 32, and after the control is completed, the extension rod is welded and fixed relative to the tower wall steel plate 32 to determine the length of the hydraulic telescopic structure.

[0025] As a preferred embodiment of the above, the solidification deformation prediction model includes: A strain topological network module constructs a three-dimensional deformation field of the tower wall steel plate 32 based on the deformation data; a temperature field reconstruction module generates a hydration heat space-time cloud map based on the concrete temperature data; in this preferred embodiment, the strain topological network module and the temperature field reconstruction module are both data perception layers, a three-dimensional dynamic deformation map is constructed through the cooperative monitoring of the plurality of strain gauges on the surface of the tower wall steel plate 32; and the temperature gradient change is accurately captured through the temperature data of different depths in the concrete, i.e. the surface layer, the core and the bottom layer; The bidirectional LSTM time sequence chain predicts the shrinkage strain of the concrete from initial setting to final setting period through the forward chain, inputs the real-time evolution sequence of the three-dimensional deformation field, reflects the dynamic deformation of the tower wall steel plate 32 affected by the shrinkage of the concrete, learns the coupling law of temperature shrinkage and steel plate deformation combined with the temperature gradient change of the hydration heat space-time cloud map, and thus predicts the attenuation trend of the shrinkage strain of the concrete from initial setting to final setting period; through the reverse chain, a high-risk period caused by temperature sudden drop is identified. Specifically, the temperature sudden drop event is extracted from the hydration heat space-time cloud map, the corresponding tensile strain mutation area in the three-dimensional deformation field is synchronously associated, the space-time mapping relationship between temperature mutation and tensile strain response is established, and the high-risk period is traced back and marked. The parameterized finite element submodel simplifies the tower wall steel plate 32 and the connecting structure 33 into a spring damping system, dynamically calculates the interfacial compressive stress when the hydraulic telescopic structure is shortened and the prestress loss amount caused by the concrete creep, and simultaneously outputs a preset initial interfacial compressive stress threshold value. In the simplified spring damping system, the spring element simulates the elastic stiffness of the tower wall steel plate 32 and the connecting structure 33, and the damping element represents the time dependence of the concrete creep. In the implementation process, when the hydraulic telescopic structure is actively shortened, the displacement input is converted into the compression deformation of the spring element, the internal force is calculated in real time according to the stiffness of the spring element, and then the interfacial compressive stress distribution updated in real time is obtained by dividing the contact area of the tower wall steel plate 32 and the concrete. The initial pretightening force is set as the initial tension of the spring element, and the damping element simulates the creep effect according to the temperature time history of the concrete. The creep causes the damping to continuously dissipate energy, which is manifested as the gradual attenuation of the tension of the spring element over time. By comparing the current tension with the initial value in real time, the prestress loss amount caused by the creep is directly output. The decision output layer generates a phased pretightening force loading curve according to the outputs of the bidirectional LSTM time sequence chain and the parameterized finite element submodel.

[0026] In the implementation process, for the linear loading stage before initial setting, the decision output layer sets the terminal load value of the linear loading according to the initial interfacial compressive stress threshold value output by the parameterized finite element submodel. This threshold value ensures that the pressure applied by the hydraulic telescopic structure is sufficient to eliminate the assembly gap, while preventing structural damage caused by pressure overrun; during the loading process, the loading rate is dynamically adjusted to avoid the high-risk period in combination with the risk period identified by the bidirectional LSTM time sequence chain.

[0027] For the initial setting to final setting stepwise pressurization stage, the decision output layer first divides the attenuation curve corresponding to the shrinkage strain of the concrete predicted by the bidirectional LSTM time series chain into multiple time nodes, each node corresponding to the inflection point of the change in shrinkage rate, as the trigger time of stepwise pressurization; at each step node, the decision output layer calculates the compensation load value, and in this process, the prestress loss amount output by the parameterized finite element submodel is used as the basis for the compensation value, and the equivalent pretightening force increment converted from the shrinkage strain amount predicted by the bidirectional LSTM time series chain in the next period is superimposed. At the same time, the interface pressure stress provided by the real-time monitoring parameterized finite element submodel is monitored to ensure that it remains within a safe range.

[0028] Through the above optimization scheme, the shrinkage amount predicted by the forward LSTM of the forward chain can be dynamically increased to offset the volume reduction of the concrete, thereby preventing interface separation; the reverse LSTM of the reverse chain can capture the temperature drop signal and reduce the load in advance to prevent cracks, such as a cold snap attack working condition; the parameterized finite element submodel used in the implementation process imposes physical law constraints, and the bidirectional LSTM time series chain learns the historical data law to realize the fusion of physical models and data in the control process.

[0029] In the implementation process, based on the simplified method of the spring damping system, the calculation amount can be reduced to meet the real-time control requirements of the construction site.

[0030] As a preferred embodiment of the above embodiment, the anchor beam 2 comprises a box body 21 and two anchor structures 22, the two anchor structures 22 are symmetrically fixed and installed inside the box body 21, and are fixedly connected with the cable anchor head; the anchor structure 22 comprises a anchor pad 22a and a pressure bearing plate 22b arranged in close contact, the pressure bearing plate 22b is fixedly connected with the box body 21, and a stiffener 22c is arranged at the connection position; the cable anchor head acts on the anchor pad 22a, and the pressure is transmitted to the box body 21 through the pressure bearing plate 22b and the stiffener 22c.

[0031] In the preferred embodiment, the box body 21 can be specifically composed of a first web plate 21a, a first top plate 21b, a bottom plate 21c, a vertical reinforcing rib 21d, a transverse partition plate 21e and the like by welding; in the embodiment, referring to Figure 9The anchoring plate 22a and the pressure bearing plate 22b are main pressure bearing components, and in the embodiment, the thicknesses of the anchoring plate 22a and the pressure bearing plate 22b are 80 mm and 40 mm respectively, and the anchoring lower stiffening plate 22c is arranged below the anchoring plate, and in the embodiment, the thickness of the anchoring lower stiffening plate 22c is 30 mm, and the first web plate 21a is a main tension member, and the thickness of the first web plate 21a is 45 mm corresponding to the above-mentioned sizes. The vertical reinforcing rib 21d is arranged on the outside of the first web plate 21a to increase the stability of the steel anchor beam 2.

[0032] Embodiment two A hoisting construction method of a cable tower steel anchor beam structure is applied to the cable tower steel anchor beam structure as described in embodiment one, and includes first section installation and height increasing installation of the cable tower steel anchor beam structure, and the two are hoisted integrally respectively. Figure 12 As shown in the embodiment, the method includes the following steps. S1: The first section installation is performed on the set section of the tower column. After the stiffened frame 4 of the set section is installed, the concrete is poured in two times. The first pouring is performed to the set elevation from the bottom opening of the tower wall steel plate 32 of the first section cable tower steel anchor beam structure. The reserved space provides an operation space for the connection operation of the connecting structure 33 of the steel corbel 3 and the stiffened frame 4. In this step, the 26th section of the tower column is taken as an example. After the stiffened frame 4 of the 26th section is installed, the first pouring of the concrete is performed. The set elevation of the top surface of the concrete from the bottom opening of the tower wall steel plate 32 of the first section cable tower steel anchor beam structure is controlled according to the actual situation on site. S2: The planar position and the elevation of the first section cable tower steel anchor beam structure are adjusted by the support bracket fixedly connected with the tower column. The accurate positioning problem of the large tonnage component in the high-altitude dynamic environment can be solved by the setting of the support bracket. The support bracket can be fixedly connected with the tower column through the pre-buried structure. S3: The connecting structure 33 of the steel corbel 3 and the stiffened frame 4 are fixedly connected to realize the positioning and reinforcement of the first section cable tower steel anchor beam structure. Specifically, the connecting structure 33 of the steel corbel 3 and the stiffened frame 4 are temporarily fixed through high-strength bolts, and then welded and fixed after the position is reviewed. The second pouring of the set section is performed. When the connecting structure 33 is a hydraulic telescopic structure, the stage loading of the hydraulic telescopic structure can be performed in the second pouring process. After the second pouring, the shear pin 34 connects the tower wall steel plate 32 and the tower wall 12 of the tower column. In the specific implementation, the support bracket can be removed after curing to 90% of the design strength. S4: The height joint installation is based on the previous cable tower steel anchor beam structure, the upper and lower gaps of the adjacent two tower wall steel plates 32 are 12 to 18 mm, and the upper and lower gaps are adjusted by temporary pads during construction, and the temporary pads are removed after the construction is completed. In this step, the tower wall steel plate 32 of the next cable tower steel anchor beam structure is positioned by the previous cable tower steel anchor beam structure, and a gap of 12-18 mm is reserved between the upper and lower adjacent tower wall steel plates 32, which can be preferably 15 mm. This range can absorb the segment construction error and does not affect the pressure transmission; specifically, the uniformity of the gap can be adjusted by multiple point support of stainless steel temporary pads.

[0033] In this embodiment, the first cable tower steel anchor beam structure can achieve high positioning accuracy through the cooperation of the support bracket and the stiff skeleton 4, and completely solve the alignment tolerance problem caused by wind vibration and insufficient operation space in split installation; the temporary pad is used for height joint installation to control the gap between the adjacent tower wall steel plates 32, so that the cumulative axial deviation of multiple segments is reduced, and the spatial topological relationship of the cable group anchoring point is ensured.

[0034] During the use of the bridge, the 12-18 mm gap reserved between the tower wall steel plates 32 can be filled by pressure injection of epoxy mortar after the construction is completed, and a flexible transition layer is artificially constructed between the adjacent steel anchor beams 2 segments. Its role is to: when the alternating load transmitted by the cable, such as periodic cable force changes caused by vehicle passing and wind vibration, acts on the tower column, the filled epoxy mortar layer can absorb part of the stress wave energy, avoiding stress concentration caused by rigid contact of the concrete tower wall 12.

[0035] As a preferred embodiment of the above embodiment, the height joint installation comprises: A1: hoisting the height joint cable tower steel anchor beam structure according to the hoisting mode of the first cable tower steel anchor beam structure; A2: When the height joint cable tower steel anchor beam structure tower wall steel plate 32 and the previous tower wall steel plate 32 are aligned in height and position to a set state, loosen the tower crane hook until the weight of the height joint cable tower steel anchor beam structure is entirely borne by the previous tower wall steel plate 32; A3: Recheck the top plane position, elevation and relative height difference of the four corners of the height joint cable tower steel anchor beam structure; A4: After the recheck is qualified, the connection of the tower wall steel plate 32 and the stiff skeleton 4 and the concrete construction of the segment where the height joint cable tower steel anchor beam structure is located are performed.

[0036] In this preferred embodiment, by completely transferring the weight of the height joint cable tower steel anchor beam structure to the installed tower wall steel plate 32, the interfacial bonding strength of the previous segment tower wall steel plate 32 and the concrete can be verified, the weight of the height joint cable tower steel anchor beam structure is borne by the previous structure, so that the stress coordination of the new and old concrete interface is completed before pouring; the three-dimensional pose is rechecked after the load transfer, which can expose the hidden deviation.

[0037] As a preferred embodiment of the above embodiment, the support bracket is installed through the embedded steel plates of the opposite two tower walls 12 in the tower column, the tower wall 12 extends laterally across the bridge, and the embedded steel plates are arranged in the previous segment of the set segment. Corresponding to the above embodiment, the previous segment in the preferred embodiment is the 25th segment, and the mature strength of the concrete of the 25th segment is used to form a rigid support structure through the embedded steel plates of the double tower wall 12 in the lateral direction of the bridge, so that the bearing capacity of the support bracket is improved compared with the traditional temporary support.

[0038] As a further preferred embodiment, the support bracket includes at least four support columns for supporting the bottom of the anchor beam 2, and a jack is arranged at the top of the support column for adjusting the elevation of the anchor beam 2. The support structure in the preferred embodiment forms a fully enclosed adjustable bearing surface for the bottom of the anchor beam 2 by cooperating with the top jack system through the multi-point support column, realizes dynamic leveling and zero settlement stability during the high-altitude hoisting process of large-tonnage components, and specifically, the multi-point support layout effectively disperses the self-weight of the anchor beam 2, eliminates the risk of overturning caused by single-point support, and the synchronous jacking technology of the jack group improves the elevation adjustment accuracy and can instantly compensate for the reference surface deviation caused by the shrinkage and creep of the tower column concrete.

[0039] In the implementation process, the embedded steel plate can be fixedly connected with the stiff skeleton 4 of the tower column through a plate body or other structures, so as to directly introduce the reaction force of the support bracket into the core stress area of the tower column, and eliminate the risk of local concrete crushing.

[0040] Those skilled in the art should understand that the present application is not limited to the above embodiments, and the above embodiments and descriptions in the specification are only to illustrate the principles of the present application, and various changes and improvements can be made without departing from the spirit and scope of the present application, and these changes and improvements all fall within the scope of the claimed present application. The scope of protection of the present application is defined by the appended claims and their equivalents.

Claims

1. A cable tower steel anchor beam structure installed in a cavity of a cable tower column and fixedly connected to both sides of the column, characterized in that, The application relates to a cable-stayed bridge tower column construction method. The anchor beam is anchored with two cables at two ends, and horizontal components of the two cables are borne by the anchor beam. Two steel brackets are arranged on two sides of the anchor beam along the bridge direction, and vertical components of the anchor beam are transmitted to the tower column through the two steel brackets. The bracket main body is connected with the anchor beam through bolts before the cables are tensioned, and the bracket main body is welded to form a fixed connection after the cables are tensioned. The tower wall steel plate is fixedly connected with the bracket main body on one side, and a connecting structure and a plurality of shear nails are arranged on the other side. The anchor beam and the steel bracket are integrally hoisted and installed. The connecting structure is a hydraulic telescopic structure, and the number of the hydraulic telescopic structures is greater than or equal to 2. The hydraulic telescopic structure comprises a cylinder and a piston structure. The cylinder is fixedly connected with the tower wall steel plate, and the piston structure is fixedly connected with the stiff skeleton. The first oil cavity on one side of the piston structure is communicated with the outside of the cylinder through an internal oil channel on the cylinder at a first point.

2. The cable tower steel anchor beam structure according to claim 1, characterized in that, The first point and the second point are located on the abutting surface of the cylinder and the tower wall steel plate. A through hole is arranged on the tower wall steel plate to allow a pipeline to pass through. The hydraulic telescopic structure is loaded in stages during the concrete pouring process. A plurality of strain gauges are arranged on the surface of the tower wall steel plate during the concrete pouring process. A control unit is further arranged to perform the following operations.

3. The cable tower steel anchor beam structure according to claim 2, characterized in that, The control unit receives deformation data collected by the strain gauges and concrete temperature data collected by the temperature sensors. A stage pre-tightening force loading curve is generated for the hydraulic telescopic structure based on a solidification deformation prediction model. The control unit sends a control instruction to a hydraulic pump station to drive the hydraulic telescopic structure to perform length adjustment according to the stage pre-tightening force loading curve. The solidification deformation prediction model comprises: A strain topological network module is arranged to construct a three-dimensional deformation field of the tower wall steel plate based on the deformation data. A temperature field reconstruction module is arranged to generate a hydration heat space-time cloud map based on the concrete temperature data.

4. The cable tower steel anchor beam structure of claim 1, wherein, A bidirectional LSTM time sequence chain is arranged to predict shrinkage strain of the concrete from initial setting to final setting through a forward chain and to identify a risk period caused by temperature drop through a reverse chain. A parameterized finite element submodel is arranged to simplify the tower wall steel plate and the connecting structure into a spring damping system, to dynamically calculate interface compressive stress of the hydraulic telescopic structure when the hydraulic telescopic structure is shortened and prestress loss caused by concrete creep, and to output a preset initial interface compressive stress threshold value. A decision output layer is arranged to generate the stage pre-tightening force loading curve based on the output of the bidirectional LSTM time sequence chain and the parameterized finite element submodel. The anchor beam comprises a box-shaped main body and two anchoring structures. The two anchoring structures are symmetrically fixedly arranged on the two sides of the box-shaped main body, and are fixedly connected with cable anchors. The anchoring structure comprises a matching anchor pad and a pressure bearing plate, the pressure bearing plate is fixedly connected with the box body, and a stiffener plate is arranged at the connection position; The cable-stayed cable anchor head acts on the anchor pad and transmits the pressure to the box body through the pressure bearing plate and the stiffener plate.

5. A hoisting construction method of a cable tower steel anchor beam structure, applied to the cable tower steel anchor beam structure according to any one of claims 1-4, characterized in that, The first section installation and the height connection installation of the cable-stayed tower steel anchor beam structure are included, and the whole is hoisted respectively; The first section installation is performed on the set section of the tower column, after the installation of the stiff skeleton of the set section is completed, the set section is formed by pouring twice, the first pouring is performed to the set elevation of the bottom opening of the tower wall steel plate of the first section cable-stayed tower steel anchor beam structure; The planar position and the elevation of the first section cable-stayed tower steel anchor beam structure are supported and adjusted through the support bracket fixedly connected with the tower column; The connection structure of the stiff skeleton and the steel bracket is fixedly connected to realize the positioning and reinforcement of the first section cable-stayed tower steel anchor beam structure, and the second pouring of the set section is performed. The height connection installation is based on the previous cable-stayed tower steel anchor beam structure, the upper and lower gaps of the adjacent two tower wall steel plates are 12 to 18 mm, and the upper and lower gaps are adjusted by temporary pads during construction, and the temporary pads are removed after the construction is completed.

6. The hoisting construction method of a cable tower steel anchor beam structure according to claim 5, characterized in that, The height connection installation comprises: The hoisting of the height connection cable-stayed tower steel anchor beam structure is performed according to the hoisting mode of the first section cable-stayed tower steel anchor beam structure; When the tower wall steel plate of the height connection cable-stayed tower steel anchor beam structure is aligned with the height and position of the previous tower wall steel plate to a set state, the tower crane hook is loosened until the weight of the height connection cable-stayed tower steel anchor beam structure is entirely borne by the previous tower wall steel plate; The top opening planar position, the elevation and the relative height difference of the four corners of the height connection cable-stayed tower steel anchor beam structure are re-measured; After the re-measurement is qualified, the connection of the tower wall steel plate and the stiff skeleton and the concrete construction of the section where the height connection cable-stayed tower steel anchor beam structure is located are performed.

7. The hoisting construction method of a cable tower steel anchor beam structure according to claim 6, characterized in that, The support bracket is installed through the opposite two tower wall side embedded steel plates in the tower column, the tower wall side extends horizontally, and the embedded steel plate is arranged in the previous section of the set section.

8. The hoisting construction method of a cable tower steel anchor beam structure according to claim 7, characterized in that, The support bracket comprises at least four support columns for supporting the bottom of the anchor beam, and a jack is arranged at the top of the support column for adjusting the elevation of the anchor beam.

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