A cable tower steel anchor beam structure and its hoisting construction method

Abstract

This invention relates to the field of bridge construction technology, and in particular to a steel anchor beam structure for a cable tower and its hoisting construction method, comprising: an anchor beam, bearing the horizontal component force of two stay cables; two steel brackets, including: a bracket body, which is bolted to the anchor beam before the stay cables are tensioned, and welded to form a solid connection after tensioning; a tower wall steel plate, which is fixedly connected to the bracket body on the inner side relative to the tower column, and a connecting structure and several shear studs are fixedly installed on the other side, the connecting structure connecting the tower wall steel plate to the stiffening frame of the tower column, and the shear studs connecting the tower wall steel plate to the tower wall of the tower column; the anchor beam and steel brackets are hoisted and installed as a whole. In this invention, the anchor beam and steel brackets are hoisted in one go after being assembled as a whole on the ground, which can effectively shorten the construction cycle of a single node, accelerate the construction progress of the cable tower, and completely avoid the alignment error of split high-altitude assembly; the whole component is manufactured in a controlled environment, and the axial deviation can be controlled to ensure zero offset of the design position of the stay cable anchor point.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a cable tower steel anchor beam structure and its hoisting construction method. Background Technology

[0002] As the core component for anchoring the stay cables, the installation quality of the steel anchor beam of the cable-stayed bridge tower directly affects the cable force transmission efficiency and structural durability. Traditional steel anchor beam construction adopts a split installation process, first hoisting the main body of the anchor beam into place in sections, and then assembling and welding the lateral steel brackets at high altitude.

[0003] In the above construction methods, the anchor beam and the steel bracket need to be positioned separately at high altitude. Due to the limitations of the pylon cavity space and the influence of wind load, the alignment error of the two axes is prone to exceed the limit. The shrinkage deformation generated after the bracket is welded will cause the anchor point of the anchor cable to deviate, forcing the stay cable to be tensioned at an angle other than the design angle, thereby inducing additional bending moment. Summary of the Invention

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

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] A cable tower steel anchor beam structure is installed inside the cavity of the cable tower column and fixedly connected to both sides of the column, comprising:

[0007] An anchor beam, with a stay cable anchored at each end, bears the horizontal component of the force from the two stay cables;

[0008] Two steel brackets, located on either side of the anchor beam along the bridge direction, transmit the vertical component of the force from the anchor beam to the tower column. The steel brackets include:

[0009] The main body of the corbel is bolted to the anchor beam before the stay cable tensioning is completed, and welded to form a solid connection after tensioning is completed;

[0010] The tower wall steel plate is fixedly connected to the main body of the corbel on one side, and a connecting structure and several shear nails are fixedly installed on the other side. The connecting structure connects the tower wall steel plate to the rigid frame of the tower column, and the shear nails connect the tower wall steel plate to the tower wall of the tower column.

[0011] The anchor beam and the steel bracket are hoisted and installed as a whole.

[0012] The connection structure is a hydraulic telescopic structure, and the number of such structures is greater than or equal to 2.

[0013] The hydraulic telescopic structure includes a cylinder and a piston structure. The cylinder is fixedly connected to the tower wall steel plate, and the piston structure is fixedly connected to the rigid frame. The first oil chamber on one side of the piston structure is connected to the outside of the cylinder at a first point through an internal oil passage located on the cylinder. The second oil chamber on the other side of the piston structure is connected to the outside of the cylinder at a second point.

[0014] The first and second points are both located on the mating surfaces of the cylinder body and the tower wall steel plate, and the tower wall steel plate is provided with corresponding through holes for the pipeline to pass through.

[0015] The hydraulic telescopic structure is loaded in stages during the concrete pouring process.

[0016] Furthermore, during the concrete pouring process, several strain gauges are arrayed on the surface of the tower wall steel plate, and several temperature sensors are arranged in layers inside the concrete.

[0017] It also includes a control unit for performing the following operations:

[0018] Receive the deformation data collected in real time by the strain gauge and the concrete temperature data collected in real time by the temperature sensor;

[0019] Based on the solidification deformation prediction model, a staged preload loading curve is generated for the hydraulic telescopic structure. The staged preload loading curve includes the load target value and time node for two stages: before initial setting and from initial setting to final setting.

[0020] A control command is sent to the hydraulic pump station to drive the hydraulic telescopic structure to perform length adjustment according to the phased preload loading curve.

[0021] Furthermore, the solidification deformation prediction model includes:

[0022] The strain topology network module constructs a three-dimensional deformation field for the tower wall steel plate based on the deformation data;

[0023] The temperature field reconstruction module generates a spatiotemporal cloud map of hydration heat based on the concrete temperature data.

[0024] A bidirectional LSTM time-series chain predicts the shrinkage strain of the concrete from its initial setting to its final setting through the forward chain, and identifies risk periods caused by sudden temperature drops through the reverse chain.

[0025] The parametric finite element sub-model simplifies the tower wall steel plate and connecting structure into a spring damping system, dynamically calculates the interfacial compressive stress when the hydraulic telescopic structure shortens and the prestress loss caused by concrete creep, and outputs the preset initial interfacial compressive stress threshold.

[0026] The decision output layer generates the phased preload loading curve based on the output of the bidirectional LSTM timing chain and the parameterized finite element sub-model.

[0027] Furthermore, the anchor beam includes a box-shaped main body and two anchoring structures. The two anchoring structures are symmetrically fixedly installed on both sides inside the box-shaped main body and are fixedly connected to the anchor head of the cable.

[0028] The anchoring structure includes an anchor plate and a pressure plate that are fitted together. The pressure plate is fixedly connected to the box-shaped main body, and a stiffening plate is provided at the connection.

[0029] The stay cable anchor head acts on the anchor plate, and the pressure is transmitted to the box-shaped body through the pressure plate and stiffening plate.

[0030] A hoisting construction method for a cable tower steel anchor beam structure, applied to the cable tower steel anchor beam structure as described above, includes hoisting the first section installation and the extension installation of the cable tower steel anchor beam structure as a whole, respectively.

[0031] The first section is installed in a designated segment of the tower column. After the rigid frame of the designated segment is installed, it is cast in two stages. The first stage is cast to a designated elevation at the bottom of the steel plate of the tower wall, which is a distance from the steel anchor beam structure of the first section of the tower.

[0032] The planar position and elevation of the first section of the cable tower steel anchor beam structure are adjusted by using a support bracket fixedly connected to the tower column.

[0033] The rigid frame is fixedly connected to the steel bracket to achieve the positioning and reinforcement of the first section of the tower steel anchor beam structure, and the second pouring of the set segment is carried out.

[0034] The heightening installation is based on the aforementioned cable tower steel anchor beam structure. The vertical gap between two adjacent tower wall steel plates is 12 to 18 mm. During construction, the vertical gap is adjusted using temporary shims. After construction is completed, the temporary shims are removed.

[0035] Furthermore, the heightening installation includes:

[0036] The lifting method for the first section of the cable tower steel anchor beam structure shall be used to lift the extended cable tower steel anchor beam structure.

[0037] Once the height and position of the tower wall steel plate of the connecting tower steel anchor beam structure are aligned with the previous tower wall steel plate to the set state, the tower crane hook is released until the weight of the connecting tower steel anchor beam structure is entirely borne by the previous tower wall steel plate.

[0038] Re-measure the top plane position, elevation, and relative height difference of the four corners of the steel anchor beam structure of the elevated cable tower;

[0039] After the retest is passed, the connection between the tower wall steel plate and the stiffening frame and the concrete construction will be carried out on the corresponding section of the steel anchor beam structure of the high-rise tower.

[0040] Furthermore, the support bracket is installed through steel plates embedded in the opposite sides of the tower wall inside the tower column. The sides of the tower wall extend laterally, and the embedded steel plates are set in the segment preceding the designated segment.

[0041] Furthermore, the support bracket includes at least four support columns for supporting the bottom of the anchor beam, and jacks are provided on the top of the support columns for adjusting the elevation of the anchor beam.

[0042] The technical solution of this invention can achieve the following technical effects:

[0043] In this invention, the anchor beam and steel bracket are assembled as a whole on the ground and then hoisted in one go, completely avoiding the alignment errors of separate high-altitude assembly. The whole component is manufactured in a controlled environment, and the axial deviation can be controlled to ensure zero offset of the design position of the stay cable anchor point. In the implementation process, a staged connection method of bolt connection followed by welding is adopted. Before the stay cable is tensioned, the bracket body and anchor beam are precisely and temporarily fixed by bolts to avoid slippage caused by tension load. After tensioning, the final welding is carried out to eliminate the interference of welding thermal deformation on the cable force transmission path and eliminate the additional bending moment induced by anchor point deviation. The overall hoisting reduces the amount of high-altitude work and eliminates the high-risk welding process in separate installation. The anchoring system can be placed in a single hoisting, which can effectively shorten the construction cycle of a single node and accelerate the construction progress of the cable tower. Attached Figure Description

[0044] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0045] Figure 1 This is a schematic diagram of the installation of the steel anchor beam structure for the cable tower.

[0046] Figure 2 This is a structural schematic diagram of the steel anchor beam structure of the cable tower;

[0047] Figure 3 for Figure 2 A magnified view of a section at point E in the middle;

[0048] Figure 4 for Figure 2 Sectional view at point AA;

[0049] Figure 5 for Figure 2 Sectional view at point BB;

[0050] Figure 6 for Figure 5 A magnified view of a section at point F in the middle;

[0051] Figure 7 for Figure 2 Sectional view at CC;

[0052] Figure 8 for Figure 5 Sectional view at point DD;

[0053] Figure 9 for Figure 8 A magnified view of a section at point G in the middle;

[0054] Figure 10 This is a schematic diagram of the installation of the hydraulic telescopic structure;

[0055] Figure 11 for Figure 10 A magnified view of a section at point H in the middle;

[0056] Figure 12 A flowchart illustrating the hoisting and installation process of the steel anchor beam structure for the cable tower.

[0057] 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

[0058] 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.

[0059] Example 1

[0060] 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:

[0061] Anchor beam 2, with one stay cable anchored at each end, bears the horizontal component force of the two stay cables; two steel brackets 3, on both sides of anchor beam 2 along the bridge direction, transmit the vertical component 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.

[0062] 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.

[0063] In this invention, the anchor beam 2 and the steel bracket 3 are assembled on the ground and then hoisted in one go, completely avoiding the alignment errors of separate high-altitude assembly. The overall components are manufactured in a controlled environment, and the axial deviation can be controlled to ensure zero offset of the design position of the stay cable anchor point. A staged connection method of bolt connection followed by welding is adopted. Before the stay cable is tensioned, the bracket body 31 and the anchor beam 2 are precisely and temporarily fixed by bolts to avoid slippage caused by tension load. After tensioning, the final welding is performed to eliminate the interference of welding thermal deformation on the cable force transmission path and eliminate the additional bending moment induced by anchor point misalignment. The overall hoisting reduces the amount of high-altitude work and eliminates the high-risk welding process in separate installation. The anchoring system can be positioned in a single hoisting, which can effectively shorten the construction cycle of a single node and accelerate the construction progress of the cable tower 1.

[0064] As a preferred embodiment of the above, the connecting structure 33 is a steel plate structure, as shown in the example below. Figure 3 As shown, by reasonably controlling the size and quantity of the steel plate structure and the connection method with the stiffening frame 4, the steel anchor beam structure of the cable tower can achieve the desired installation effect.

[0065] As another preferred embodiment of the above, such as Figure 10 and 11 As shown, the connecting structure 33 is a hydraulic telescopic structure, and the number of such structures is greater than or equal to 2; see also Figure 10 This demonstrates a specific implementation method with four units; the number can be selected based on actual working conditions. The hydraulic telescopic structure includes:

[0066] The cylinder body 33a and piston structure 33b are fixedly connected. The cylinder body 33a is fixedly connected to the tower wall steel plate 32, and the piston structure 33b is fixedly connected to the rigid frame 4. The fixed connection can be achieved by welding. The first oil chamber 33c on the side where the piston structure 33b is located is connected to the outside of the cylinder body 33a at a first point through the internal oil passage 33d on the cylinder body 33a. The second oil chamber 33e on the other side of the piston structure 33b is connected to the outside of the cylinder body 33a at a second point. The two oil chambers are for oil inlet and oil return, respectively. The first and second points are both located on the mating surface of the cylinder body 33a and the tower wall steel plate 32, and the tower wall steel plate 32 is provided with corresponding through holes for pipeline passage. This arrangement ensures that the oil circuit is not affected by the concrete. The hydraulic telescopic structure is loaded in stages during the concrete pouring process.

[0067] The hydraulic telescopic structure enables dynamic load adjustment throughout the entire concrete pouring cycle. Through staged loading, it precisely compensates for concrete shrinkage, thereby eliminating the risk of interface voids and improving bond strength. Furthermore, during implementation, the pre-tightening force ensures a tight fit between the connecting structure 33 and the rigid frame 4, eliminating assembly gaps and preventing misalignment caused by pouring and vibration. After hoisting is complete and the piston structure 33b is connected to the rigid frame 4 at its end, an initial pre-tightening force is provided. This pre-tightening force can be set according to actual working conditions.

[0068] As a preferred embodiment of the above, during the concrete pouring process, a plurality of strain gauges are arrayed on the surface of the tower wall steel plate 32, preferably covering the entire range of the tower wall steel plate 32, and the density can be set as needed. The contact position is on the other side of the tower wall steel plate 32 opposite to the concrete pouring. A plurality of temperature sensors are arranged in layers inside the concrete, specifically including an inner layer, a middle layer, and a surface layer. A control unit is also included for performing the following operations:

[0069] The system receives real-time deformation data from strain gauges and real-time concrete temperature data from temperature sensors. Based on this data, it captures the coupling effect of concrete shrinkage strain and hydration heat temperature in real time, thereby dynamically optimizing the subsequent loading curve and reducing the risk of interface voids. A staged preload loading curve is generated for the hydraulic expansion joint based on a solidification deformation prediction model. This curve includes target load values ​​and time points for both the initial setting and final setting stages. During implementation, the load is precisely allocated according to the phase transition nodes at initial and final setting, ensuring controllable compensation errors and synchronizing the shrinkage stroke of the hydraulic expansion joint with concrete deformation. Control commands are sent to the hydraulic pump station to drive the hydraulic expansion joint to perform length adjustment according to the staged preload loading curve.

[0070] In this preferred embodiment, by real-time monitoring of concrete deformation and temperature field changes across the entire domain, and dynamically optimizing the preload loading curve based on an intelligent prediction model, precise stroke control of the hydraulic telescopic structure and precise synchronization of concrete shrinkage deformation can be achieved, eliminating the risk of interface delamination and ensuring the lifelong bond strength of the steel-concrete structure. After control is completed, in order to fix the length of the hydraulic telescopic structure, an extension rod can be pre-fixed to the piston structure 33b. The extension rod is located on the opposite side of the piston structure 33b, and passes through the cylinder 33a along the axial direction of the piston structure 33b, establishing a dynamic seal with the cylinder 33a. The sealing method of the extension rod can refer to the seal between the piston structure 33b and the cylinder 33a. The extension rod also passes through the tower wall steel plate 32. After control is completed, the length of the hydraulic telescopic structure can be determined by welding and fixing the extension rod relative to the tower wall steel plate 32.

[0071] As a preferred embodiment of the above, the solidification deformation prediction model includes:

[0072] The strain topology network module constructs a three-dimensional deformation field of the tower wall steel plate 32 based on deformation data; the temperature field reconstruction module generates a hydration heat spatiotemporal cloud map based on concrete temperature data; in this preferred scheme, both the strain topology network module and the temperature field reconstruction module are data sensing layers, constructing a three-dimensional dynamic deformation map through the collaborative monitoring of strain gauges at multiple locations on the surface of the tower wall steel plate 32; and accurately capturing temperature gradient changes through temperature data at different depths inside the concrete, namely the surface, core, and bottom layers.

[0073] A bidirectional LSTM time-series chain predicts the shrinkage strain of concrete from its initial setting to its final setting through a forward chain. The input is a real-time evolution sequence of the three-dimensional deformation field, reflecting the dynamic deformation of the tower wall steel plate 32 affected by concrete shrinkage. Combined with the temperature gradient change of the hydration heat spatiotemporal cloud map, the coupling law between temperature shrinkage and steel plate deformation is learned, thereby predicting the attenuation trend of concrete shrinkage strain from initial setting to final setting. The reverse chain identifies risk periods caused by sudden temperature drops. Specifically, sudden temperature drop events are extracted from the hydration heat spatiotemporal cloud map and synchronously associated with the corresponding tensile strain abrupt change regions in the three-dimensional deformation field to establish a spatiotemporal mapping relationship between temperature abrupt change and tensile strain response. High-risk periods are traced back and marked.

[0074] A parametric finite element sub-model simplifies the tower wall steel plate 32 and connecting structure 33 into a spring-damped system. This system dynamically calculates the interfacial compressive stress during the shortening of the hydraulic telescopic structure and the prestress loss caused by concrete creep, while simultaneously outputting a preset initial interfacial compressive stress threshold. In the simplified spring-damped system, the spring element simulates the elastic stiffness of the tower wall steel plate 32 and connecting structure 33, while the damping element characterizes the time dependence of concrete creep. During implementation, when the hydraulic telescopic structure actively shortens, its displacement input is converted into the compressive deformation of the spring element. The internal force is calculated in real-time based on the spring element stiffness and then divided by the contact area between the tower wall steel plate 32 and the concrete to obtain the dynamically updated interfacial compressive stress distribution. The initial preload is set as the initial tension of the spring element. The damping element simulates the creep effect based on the concrete temperature-time history. Creep causes continuous energy dissipation in the damping, manifested as a gradual decrease in the spring element tension over time. By comparing the current tension with the initial value in real-time, the prestress loss caused by creep is directly output.

[0075] The decision output layer generates a phased preload loading curve based on the output of the bidirectional LSTM time series chain and the parameterized finite element sub-model.

[0076] During implementation, for the linear loading stage before initial setting, the decision output layer sets the endpoint load value of linear loading based on the initial interface compressive stress threshold output by the parameterized finite element sub-model. This threshold ensures that the pressure applied by the hydraulic telescopic structure is sufficient to eliminate assembly gaps, while preventing structural damage caused by excessive pressure. During loading, the loading rate is dynamically adjusted in conjunction with the risk periods identified by the bidirectional LSTM time chain to avoid high-risk periods.

[0077] For the stepped pressurization stage from initial setting to final setting, the decision output layer first divides the attenuation curve of concrete shrinkage strain predicted by the bidirectional LSTM time series chain into multiple time nodes. Each node corresponds to the inflection point of the shrinkage rate change, serving as the trigger time for stepped pressurization. At each step node, the decision output layer calculates the compensation load value. In this process, the prestress loss output by the parametric finite element sub-model is used as the base compensation value, superimposed with the equivalent prestress increment of the shrinkage strain transformation in the next time period predicted by the bidirectional LSTM time series chain. Simultaneously, the interfacial compressive stress provided by the parametric finite element sub-model is monitored in real time to ensure that it remains within a safe range.

[0078] Through the above optimization scheme, the shrinkage can be predicted by the forward LSTM of the forward chain, and the preload can be dynamically increased to offset the reduction in concrete volume, thereby preventing interface peeling; while the reverse LSTM of the reverse chain can capture the signal of sudden temperature drop, reduce the load in advance to prevent cracking, such as in the case of a cold wave; the parameterized finite element sub-model used in the implementation process provides physical law constraints, and the bidirectional LSTM time series chain learns the laws of historical data, realizing the fusion of physical model and data in the control process.

[0079] During implementation, the simplified approach based on the spring damping system can reduce the amount of calculation and meet the real-time control requirements of the construction site.

[0080] As a preferred embodiment of the above, the anchor beam 2 includes a box-shaped main body 21 and two anchoring structures 22. The two anchoring structures 22 are symmetrically fixedly installed on both sides inside the box-shaped main body 21 and are fixedly connected to the cable anchor head. The anchoring structure 22 includes an anchor plate 22a and a pressure plate 22b that are fitted together. The pressure plate 22b is fixedly connected to the box-shaped main body 21, and a stiffening plate 22c is provided at the connection. The cable anchor head acts on the anchor plate 22a and transmits the pressure to the box-shaped main body 21 through the pressure plate 22b and the stiffening plate 22c.

[0081] In this preferred embodiment, the box-shaped main body 21 can be specifically assembled by welding together plates such as a first web plate 21a, a first top plate 21b, a bottom plate 21c, vertical reinforcing ribs 21d, and transverse diaphragms 21e; ​​in this embodiment, see [reference needed]. Figure 9 The pressure plate 22b is fixedly connected to the first web plate 21a. The stay cable anchor head acts on the anchor plate 22a, and the pressure is transmitted to the first web plate 21a through the pressure plate 22b and the stiffening plate 22c. The horizontal component of the force is borne by the first web plate 21a, and the vertical component is transmitted to the corbel and then to the tower column. The anchor plate 22a and the pressure plate 22b are the main pressure-bearing components. In this embodiment, the plate thicknesses are 80mm and 40mm respectively. An anchor stiffening plate 22c is provided under the anchor plate. In this embodiment, the corresponding plate thickness is 30mm. The first web plate 21a is the main tension-bearing component, and the plate thickness is set to 45mm for the above dimensions. The vertical stiffener 21d is set on the outside of the first web plate 21a to increase the stability of the steel plate of the steel anchor beam 2.

[0082] Example 2

[0083] A hoisting construction method for a cable tower steel anchor beam structure, applied to the cable tower steel anchor beam structure as described in Example 1, includes hoisting the first section and the extension section of the cable tower steel anchor beam structure separately; in the specific implementation process, such as Figure 12 As shown, it includes the following steps:

[0084] S1: The first section is installed in the designated segment of the tower column. After the rigid frame 4 of the designated segment is installed, it is poured in two stages. The first pour is made to the designated elevation of the bottom of the steel plate 32 of the tower wall of the first section of the tower steel anchor beam structure. This reserved space provides operating space for the subsequent connection work between the steel bracket 3 connecting structure 33 and the rigid frame 4. In this step, taking the 26th segment of the tower column as an example, the first pour of concrete is carried out after the rigid frame 4 of the 26th segment is installed. The top surface of the concrete is controlled according to the actual site conditions at the bottom of the steel plate 32 of the tower wall of the first section of the tower steel anchor beam structure.

[0085] S2: The plane position and elevation of the first section of the cable tower steel anchor beam structure are adjusted by the support brackets fixedly connected to the tower column; the setting of the support brackets can solve the problem of precise positioning of large-tonnage components in high-altitude dynamic environment; the support brackets can be fixedly connected to the tower column through the pre-embedded structure.

[0086] S3: The connecting structure 33 of the stiffening frame 4 and the steel bracket 3 is fixedly connected to achieve the positioning and reinforcement of the first section of the tower steel anchor beam structure. Specifically, the connecting structure 33 of the steel bracket 3 and the stiffening frame 4 can be temporarily fixed with high-strength bolts, and then welded together after the position is checked; the second pouring of the set segment is carried out; when the connecting structure 33 is a hydraulic telescopic structure, the phased loading of the hydraulic telescopic structure can be carried out during the second pouring process; after the second pouring, the shear nail 34 connects the tower wall steel plate 32 and the tower wall 12 of the tower column; in specific implementation, the support bracket can be removed after curing to 90% of the design strength.

[0087] S4: The height-adjustment installation is based on the steel anchor beam structure of the preceding tower. The vertical gap between adjacent tower wall steel plates 32 is 12 to 18 mm. During construction, temporary shims are used to adjust the vertical gap, and the temporary shims are removed after construction is completed. In this step, the tower wall steel plates 32 of the subsequent tower steel anchor beam structure are positioned using the steel anchor beam structure of the preceding tower. A gap of 12-18 mm is reserved between adjacent tower wall steel plates 32, preferably 15 mm. This range can absorb segmental construction errors and does not affect pressure transmission; specifically, stainless steel temporary shims can be used for multi-point support to adjust the uniformity of the gap.

[0088] In this embodiment, the first section of the cable tower steel anchor beam structure can achieve high positioning accuracy through the coordinated positioning of the support bracket and the stiffening frame 4, which completely solves the problem of misalignment caused by wind vibration and insufficient operating space during the split installation; the height extension installation uses temporary pads to control the gap between adjacent tower wall steel plates 32, so as to reduce the cumulative axial deviation of multiple sections and ensure the accuracy of the spatial topological relationship of the anchor points of the cable group.

[0089] During the bridge's use, the 12-18mm gap reserved between the tower wall steel plates 32 can be filled with epoxy mortar by pressure injection after construction is completed. This artificially constructs a flexible transition layer between adjacent steel anchor beam segments 2. Its function is that when the alternating load transmitted by the stay cables, such as vehicle traffic or periodic cable force changes caused by wind vibration, acts on the tower column, the filled epoxy mortar layer can absorb some of the stress wave energy, avoiding stress concentration caused by rigid contact of the concrete tower wall 12.

[0090] As a preferred embodiment of the above, the height-adjustment installation includes:

[0091] A1: The steel anchor beam structure of the extended cable tower shall be lifted in the same manner as the first section of the cable tower steel anchor beam structure;

[0092] A2: When the height and position of the tower wall steel plate 32 of the connecting tower steel anchor beam structure are aligned with the previous tower wall steel plate 32 to the set state, release the tower crane hook until the weight of the connecting tower steel anchor beam structure is entirely borne by the previous tower wall steel plate 32.

[0093] A3: Re-measure the top plane position, elevation, and relative height difference of the four corners of the steel anchor beam structure of the cable-stayed tower;

[0094] A4: After the retest is passed, the connection between the tower wall steel plate 32 and the stiffening frame 4 and the concrete construction shall be carried out on the corresponding high-rise tower steel anchor beam structure segment.

[0095] In this preferred embodiment, by completely transferring the weight of the steel anchor beam structure of the tower extension to the installed tower wall steel plate 32, the interfacial bonding strength between the previous tower wall steel plate 32 and the concrete can be verified. The weight of the steel anchor beam structure of the tower extension is borne by the previous structure, so that the stress coordination between the old and new concrete interfaces is completed before pouring. After the load transfer, the three-dimensional pose is re-measured, which can expose hidden deviations.

[0096] As a preferred embodiment of the above, the support bracket is installed via embedded steel plates on the sides of two opposing tower walls 12 within the tower column. The sides of the tower walls 12 extend transversely, and the embedded steel plates are positioned in the segment preceding the designated segment. Corresponding to the above embodiment, the preceding segment in this preferred solution is the 25th segment. Utilizing the mature strength of the concrete in the 25th segment, a rigid support structure is formed by the embedded steel plates on the transverse bridge towards the double tower walls 12, thereby increasing the load-bearing capacity of the support bracket compared to traditional temporary supports.

[0097] As a further preferred embodiment, the support structure includes at least four support columns for supporting the bottom of the anchor beam 2, with jacks installed at the top of the support columns for adjusting the elevation of the anchor beam 2. In this preferred embodiment, the support structure, through multi-point support columns and a top jack system, forms a fully enclosed adjustable support surface for the bottom of the anchor beam 2, achieving dynamic leveling and zero-settlement stability during the high-altitude hoisting of large-tonnage components. Specifically, the multi-point support layout effectively disperses the self-weight of the anchor beam 2, eliminating the risk of overturning caused by single-point support, and the synchronous jacking technology improves the accuracy of elevation adjustment, instantly compensating for deviations in the reference surface caused by the shrinkage and creep of the tower column concrete.

[0098] During implementation, the embedded steel plate can be fixedly connected to the stiffened frame 4 of the tower column through the plate or other structures, thereby directly introducing the reaction force of the support bracket into the core stress area of ​​the tower column and eliminating the risk of local concrete crushing.

[0099] Those skilled in the art should understand that this invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of the invention. Various changes and modifications can be made to this invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the invention as claimed. The scope of protection of this invention 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 fixedly 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 in an array 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 according to outputs 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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