Construction method of pylon beam and steel structure pylon beam

Abstract

The application relates to a cable tower beam construction method and a steel structure beam cable tower. Seamless steel pipes and prestressed bundles are arranged in the concrete of upper and lower partitions of tower columns corresponding to beams, after end section segments of the beams are hoisted and positioned, the end section segments and the tower columns are anchored by tensioning the upper and lower layer prestressed bundles. The end section segments of the multiple beam sections are anchored first, and then the middle section segments are hoisted and closed section by section. The connection between the beam sections adopts the mode of first three-face riveting positioning and then top-face welding fixing. The rivets can absorb and disperse energy through slight deformation, relieve stress concentration and avoid brittle fracture in the tensile zone. The reliable connection between the beam and the tower column is realized through double-layer prestressed bundles, and the stability of the structure stress is ensured through the riveting and welding combined connection mode of the multiple beam sections.

Description

Technical Field

[0001] This application relates to the field of bridge construction technology, and in particular to the construction method of cable tower crossbeams and steel structure cable towers with crossbeams. Background Technology

[0002] In long-span bridge structures such as cable-stayed bridges and suspension bridges, the pylon crossbeam is the core load-bearing component of the pylon system. It plays a crucial role in balancing the horizontal loads on both sides of the pylon columns, restraining the lateral deformation of the columns, and enhancing the overall stiffness and torsional resistance of the pylon. The current construction technology of the pylon steel crossbeam and the reliability of the connection between the pylon columns and the steel crossbeam determine the safety of the pylon structure.

[0003] For example, patent CN116516794B describes a prestressed steel strand connection device and construction method for a cable tower and a steel crossbeam. The device includes cable tower columns, a steel crossbeam positioned between the cable tower columns, a bearing plate fixedly connected to the steel crossbeam, and prestressed steel strands positioned between the cable tower columns and the bearing plate. The tensioning end is located on the outer steel shell on the side of the cable tower, and the anchoring end is located on the outer steel shell on the side of the crossbeam. The prestressed steel strands penetrate the cable tower columns and the bearing plate for tensioning, thus completing the construction. This solution only designs the connection structure of the prestressed steel strands separately and does not coordinate the overall installation and construction process of the steel crossbeam.

[0004] Patent application CN119956684A describes a temporary connector for the cantilever assembly of a cable tower steel structure crossbeam and a method for its construction. After the steel crossbeam is segmented, two cable tower connecting segments are installed first, and the connecting segments are connected on the side of the cable tower using a connector. After the cable tower connecting segments are installed, a hoisting mechanism is used to hoist the closing segment between the two installed cable tower connecting segments, so that the structures at both ends of the closing segment's top surface are inserted into the structures on the top surface of the cable tower connecting segments, thus completing the installation of the steel crossbeam. This scheme achieves segmented assembly of the steel crossbeam, but it does not address the design of a prestressed anchorage system between the cable tower and the steel crossbeam; the connection between the cable tower and the steel crossbeam relies solely on a temporary connector.

[0005] In summary, in the existing technologies, the prestressed anchoring technology has not solved the problem of full-process coordination and adaptation with the segmental assembly construction of steel crossbeams. The segmental assembly technology leads to poor anchoring stability of the crossbeams. There is an urgent need to develop a construction method and structure for cable tower crossbeams that can improve the connection stability of the crossbeams and reduce the construction difficulty. Summary of the Invention

[0006] Therefore, it is necessary to provide a construction method for the cable tower crossbeam and a steel structure crossbeam cable tower to address the above problems.

[0007] A method for constructing a cable tower crossbeam, the method comprising: Step S1: Embed the upper seamless steel pipe and the lower seamless steel pipe in the concrete of the two partition plates corresponding to the crossbeam inside the tower column, respectively. Step S2: Insert the upper layer prestressed tendons inside the upper seamless steel pipe; insert the lower layer prestressed tendons inside the lower seamless steel pipe; Step S3: The end segment of the hoisting beam is positioned on the outer wall of the tower column, and the prestressed tendons located on the upper layer and the prestressed tendons located on the lower layer are tensioned from the side of the beam. Step S4: After all the prestressed tendons of the end segments of the crossbeam are tensioned, grout the lower seamless steel pipe and the upper seamless steel pipe and seal the anchor. Step S5: Hoist the remaining segments of the crossbeam and position them between the two end segments until the last closing segment is hoisted and positioned. Step S6: After connecting the bottom surface and two sides of each crossbeam segment by riveting, weld the top joint of each crossbeam segment until the connection between all crossbeam segments is completed.

[0008] In another embodiment, step S6 includes: Positioning steel bars are inserted into the positioning groove formed between two adjacent crossbeam segments, and anchoring connection plates are set on the side of the crossbeam segments so that the anchoring connection plates block the positioning groove to restrict the positioning steel bars between the two crossbeam segments. Multiple rivet holes are provided at intervals on the anchoring connection plate and the crossbeam segment, and punch pins and bolts are inserted into the rivet holes to initially fix each crossbeam segment. From the middle closure segment towards the end segments at both ends, gradually replace the punches and bolts with rivets; Weld the top joints of each crossbeam segment.

[0009] In another embodiment, a strip-shaped mounting groove is formed on the end face of the crossbeam segment. The length direction of the strip-shaped mounting groove is consistent with the width direction of the crossbeam, and the strip-shaped mounting groove penetrates the top surface and two opposite sides of the crossbeam segment. A positioning protrusion is formed on the inner sidewall of the strip-shaped mounting groove. The positioning protrusion is spaced apart from the bottom wall of the strip-shaped mounting groove to form a first insertion space. The positioning protrusion is spaced apart from the top surface of the crossbeam segment to form a second insertion space. When two crossbeam segments are arranged opposite each other, the two oppositely arranged strip-shaped mounting grooves form a positioning groove for accommodating the positioning steel bar, and the two positioning protrusions are spaced apart opposite each other. The positioning steel bar includes a web, a first wing plate, and a second wing plate. The first wing plate and the second wing plate are arranged parallel and spaced apart. The web is located between the first wing plate and the second wing plate and connects the first wing plate and the second wing plate. The first wing plate passes through the first insertion space, the web passes between the two positioning protrusions, and the second wing plate passes through the second insertion space. The method of threading positioning steel bars through the positioning groove formed between two adjacent beam segments includes: Based on the dimensions of the first and second insertion spaces and the weld design requirements of the two adjacent crossbeam segments, the opposite sides of the first and second flanges are cut respectively. The cut positioning steel strip is inserted into the positioning groove from one side of the crossbeam; Weld the weld between the second flange and the top of the crossbeam segment.

[0010] In another embodiment, punches and bolts are inserted into the rivet holes to initially fix each crossbeam segment; from the middle closure segment towards the end segments at both ends, the punches and bolts are gradually replaced with rivets, including: Punches and bolts are inserted into some of the rivet holes to initially fix each crossbeam segment; In the rivet holes where no punch or bolt has been inserted, insert short-tailed ring groove rivets in a direction from the center outwards. After all the rivet holes on the anchoring connection plate that have not been filled with punches and bolts have been riveted with short-tailed ring groove rivets, first remove the bolts one by one and replace them with short-tailed ring groove rivets, then remove the punches one by one and replace them with short-tailed ring groove rivets.

[0011] In another embodiment, each layer of prestressed tendons includes a first wire cable, two sets of second wire cables, and two sets of steel strands. The first wire cable is located in the middle position, the two sets of second wire cables are located on both sides of the first wire cable and pass through the opposite side plates of the tower column, and the two sets of steel strands are located between the two sets of second wire cables and the first wire cable. Step S3 includes: reserving two spaced post-cast areas at positions away from the crossbeams in the two partition concrete sections; the first wire cable and the two sets of steel strands are both threaded through the partition concrete, so that the fixed end of the first wire cable is located in the inner cavity of the tower column, the fixed end of the steel strands is located in the post-cast area of ​​the partition concrete, and the fixed end of the second wire cable is located on the outside of the tower column. After the end segments of the crossbeam are installed, first tension the first steel wire cable to the design requirements, then tension the two sets of steel strands to the design requirements, and finally tension the two sets of second steel wire cables to the design requirements. After tensioning is completed, the diaphragm concrete post-cast area is poured inside the tower column to anchor the fixed end of the steel strand in the post-cast area.

[0012] In another embodiment, after the end segments of the crossbeam are installed, the first steel wire cable is tensioned to the design requirements, then two sets of steel strands are tensioned to the design requirements, and then two sets of second steel wire cables are tensioned to the design requirements. The process then includes: After all the prestressed tendons have been tensioned, the prestress of the prestressed tendons is tested. If the prestress does not meet the design requirements, the prestressed tendons are tensioned for the second time in the same order as the first tensioning after a preset time, so that the prestress of the prestressed tendons meets the design requirements. After the second prestressed tendon tensioning is completed, duct grouting and anchor sealing are carried out; In this process, tensioning is carried out in stages. The steel strands are tensioned in three stages with tension forces of 10%, 20%, and 100%. The first and second steel wire cables are tensioned in three stages with tension forces of 20%, 60%, and 100%. Each stage of tensioning is followed by a holding time of 5-10 minutes.

[0013] In another embodiment, steps S1 and S2 include: After the T11 steel shell segment is hoisted and installed, the lower seamless steel pipe is pre-embedded in the T11 steel shell segment, and the concrete of the T11 steel shell segment is poured. At the same time, the lower partition concrete is poured and a post-pouring area is reserved so that the seamless steel pipe is pre-embedded in the concrete. After constructing the subsequent T12 steel shell segments in sequence, the lower layer of prestressed tendons are inserted into the lower seamless steel pipe; Continue construction of the T13 steel shell segment, pre-embed the upper seamless steel pipe in the T13 steel shell segment, and pour the concrete of the T13 steel shell segment. Simultaneously pour the upper partition concrete and reserve the post-pouring area. The subsequent T14 steel shell segment and T15 steel shell segment were constructed in sequence, and the upper layer of prestressed tendons were inserted into the upper seamless steel pipe.

[0014] A steel structure cable tower with a crossbeam is constructed using the cable tower crossbeam construction method described above. The steel structure cable tower with a crossbeam includes: two tower columns, a crossbeam, an upper prestressing tendon, and a lower prestressing tendon. The two tower columns are arranged relatively alternately, and each tower column is formed by splicing multiple steel shell segments. The crossbeam is arranged between the two tower columns, and the crossbeam includes multiple crossbeam segments. The bottom surface of each crossbeam segment is riveted to its two sides, and the top surface of each crossbeam segment is welded together. Two spaced-apart diaphragm concrete plates are provided inside the tower column at the position corresponding to the crossbeam. The upper prestressing tendon is anchored to the upper diaphragm concrete plate, and the lower prestressing tendon is anchored to the lower diaphragm concrete plate.

[0015] In another embodiment, the crossbeam further includes positioning steel bars. Each crossbeam segment has a strip-shaped mounting groove formed on its end faces facing each other. The length direction of the strip-shaped mounting groove is consistent with the width direction of the crossbeam, and the strip-shaped mounting groove penetrates the top surface and two opposite sides of the crossbeam segment. A positioning protrusion is formed on the inner wall of the strip-shaped mounting groove. The positioning protrusion is spaced apart from the bottom wall of the strip-shaped mounting groove to form a first insertion space, and the positioning protrusion is spaced apart from the top surface of the crossbeam segment to form a second insertion space. When two crossbeam segments are arranged opposite each other, the two oppositely arranged strip-shaped mounting grooves form positioning grooves for accommodating the positioning steel bars, and the two positioning protrusions are spaced apart opposite each other. The two first insertion spaces are connected to each other, and the two second insertion spaces are connected to each other.

[0016] In another embodiment, the positioning steel bar includes a web, a first wing plate, and a second wing plate. The first wing plate and the second wing plate are spaced apart from each other. The web plate is located between and connects the first wing plate and the second wing plate. The first wing plate passes through a first insertion space, the web plate passes between two positioning protrusions, and the second wing plate passes through a second insertion space. The thickness of the second wing plate is the same as the thickness of the second insertion space. The two sides of the first wing plate can be cut according to the dimensions after the first insertion space of the two crossbeam segments is joined. The two sides of the second wing plate can be cut according to the width requirements of the weld seam at the top of the second wing plate and the two crossbeam segments.

[0017] The above-mentioned construction method for the cable tower crossbeam and the steel structure crossbeam cable tower have at least the following advantages compared with the existing technology: Seamless steel pipes and prestressed tendons are respectively installed within the upper and lower diaphragm concrete of the tower column corresponding to the crossbeam, forming a double-layer prestressed system. After the end segment of the crossbeam is hoisted and positioned, the upper and lower prestressed tendons are directly tensioned to achieve permanent anchorage between the end segment and the tower column, forming a stable stress reference system. This system can offset the positive and negative bending moments of the crossbeam under operating conditions and reduce stress concentration at the connection between the tower column and the crossbeam. Furthermore, placing the tensioning end on the side of the crossbeam facilitates operation, eliminating the need for work inside or outside the tower column.

[0018] The crossbeam is formed by splicing multiple crossbeam segments. The end segments are first anchored to form two stable, displacement-free rigid reference ends, and then the middle segments are hoisted and joined together segment by segment, reducing hoisting requirements. The connection between crossbeam segments uses a three-sided riveting positioning method followed by top surface welding fixation, eliminating the need for temporary connectors. Riveting restricts the degrees of freedom and deformation during welding, solving the problems of welding deformation and misalignment of crossbeam segments and ensuring the splicing quality of the crossbeam. Because the two side tower columns are inclined towards each other, the bottom and sides of the crossbeam bear tensile stress. The rivets have a certain elastic deformation capacity, and the riveted joints can absorb and disperse energy through small deformations under alternating loads, effectively alleviating stress concentration. At the same time, the weld has excellent compressive strength, and the weld is not prone to cracking under pressure, ensuring the overall rigidity of the top surface and ensuring the sealing of the top of the crossbeam to prevent rainwater from seeping into the crossbeam.

[0019] The above-mentioned construction method for the cable tower crossbeams achieves a reliable connection between the ends of the crossbeams and the tower columns through double-layer prestressed tendons. The various crossbeam segments are connected by riveting and welding, which ensures the overall linear accuracy and splicing quality of the crossbeams and guarantees the stability of the structure under stress. Attached Figure Description

[0020] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments of this application and their descriptions are used to explain this application and do not constitute an undue limitation of this application.

[0021] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0022] Furthermore, the accompanying drawings are not drawn to a 1:1 scale, and the relative dimensions of the various components are shown in the drawings only as examples and not necessarily to actual scale.

[0023] Figure 1 This is a structural schematic diagram of a steel structure beam tower in one embodiment.

[0024] Figure 2 This is a partial structural diagram of a steel beam cable tower.

[0025] Figure 3 Sectional view of the end segments of the tower column and crossbeam Figure 1 .

[0026] Figure 4 Sectional view of the end segments of the tower column and crossbeam Figure 2 .

[0027] Figure 5 This is a side view of the end segment of the crossbeam.

[0028] Figure 6 This is the front view of the beam.

[0029] Figure 7 for Figure 6 Enlarged view of point A in the middle.

[0030] Figure 8 This is a top view of the beam with the positioning steel bars omitted.

[0031] Figure 9 This is a flowchart of the construction method for the cable tower beam in one embodiment.

[0032] Explanation of reference numerals in the attached figures: Steel structure crossbeam tower 1; tower column 10; diaphragm concrete 101; post-cast area 102; crossbeam 20; crossbeam segment 210; positioning protrusion 211; first insertion space 212; second insertion space 213; positioning steel bar 220; web 221; first wing plate 222; second wing plate 223; first steel wire cable 310; second steel wire cable 320; steel strand 330. Detailed Implementation

[0033] To make the above-mentioned objectives, features, and advantages of this application more apparent and understandable, the specific embodiments of this application are described in detail below with reference to the accompanying drawings. Many specific details are set forth in the following description to provide a thorough understanding of this application. However, this application can be implemented in many other ways different from those described herein, and those skilled in the art can make similar modifications without departing from the spirit of this application. Therefore, this application is not limited to the specific embodiments disclosed below.

[0034] See Figures 1 to 3 In one embodiment of this application, a steel structure cable tower 1 with a crossbeam 20 includes two tower columns 10, a crossbeam 20, an upper prestressing tendon, and a lower prestressing tendon. The two tower columns 10 are arranged at intervals relative to each other. The crossbeam 20 is arranged between the two tower columns 10 and includes multiple crossbeam segments 210. The bottom surface of each crossbeam segment 210 is riveted to its two sides, and the top surface of each crossbeam segment 210 is welded together. Two spaced-apart partition concrete plates 101 are provided in the tower column 10 at positions corresponding to the crossbeam 20. The upper prestressing tendon is anchored to the upper partition concrete plate 101, and the lower prestressing tendon is anchored to the lower partition concrete plate 101. After the end segments of the crossbeam 20 are hoisted and positioned, the end segments are directly anchored to the tower column 10 by tensioning the upper and lower prestressing tendons to form a stable stress reference system. Then, the intermediate segments are hoisted and joined together segment by segment, reducing the hoisting requirements.

[0035] The connection between the crossbeam segments 210 adopts a method of first positioning by riveting on three sides, and then fixing by welding on the top surface, without the need for temporary connectors. Since welding generates residual shrinkage stress, if full-section welding is used, the stress superposition effect will be significant. Riveting does not generate thermal stress, and the sequence of riveting followed by welding allows for locking the reference position at the riveting point, initially fixing the crossbeam segments 210. Shrinkage deformation during top surface welding can be controlled by riveting constraints, and the deformation amount can be predicted. Furthermore, since the two tower columns 10 are inclined towards each other, the bottom and sides of the crossbeam 20 bear tensile stress. The rivets have a certain elastic deformation capacity, and the riveted joint can absorb and disperse energy through small deformations under alternating loads, effectively alleviating stress concentration. The weld has excellent compressive strength and is not prone to cracking under pressure, ensuring the overall rigidity of the top surface while ensuring the sealing of the top of the crossbeam 20, preventing rainwater and other substances from seeping into the crossbeam 20 and causing corrosion.

[0036] In one embodiment, an upper seamless steel pipe and a lower seamless steel pipe are pre-embedded in the upper and lower diaphragm concrete 101 corresponding to the crossbeam 20 inside the tower column 10; an upper layer prestressing tendon is threaded inside the upper seamless steel pipe; and a lower layer prestressing tendon is threaded inside the lower seamless steel pipe. Since the diaphragm concrete 101 is located inside the tower column 10 and corresponds to the location of the prestressing tendon, it can provide lateral support when the prestressing tendon is tensioned, ensuring the stability of the tower column 10 during the prestressing tendon tensioning process.

[0037] In this embodiment, each layer of prestressed tendons includes a first wire cable 310, two sets of second wire cables 320, and two sets of steel strands 330. The first wire cable 310 is located in the middle, the two sets of second wire cables 320 are located on both sides of the first wire cable 310 and pass through the opposite webs of the tower column 10, and the two sets of steel strands 330 are located between the two sets of second wire cables 320 and the first wire cable 310. Specifically, two spaced post-cast areas 102 are reserved at positions away from the crossbeam 20 in the upper and lower partition concrete 101. The first wire cable 310 and the two sets of steel strands 330 are all inserted into the partition concrete 101 of the tower column 10, so that the fixed end of the first wire cable 310 is located in the inner cavity of the tower column 10, the fixed end of the steel strand 330 is located in the post-cast area 102 of the partition concrete 101, and the fixed end of the second wire cable 320 is located on the outer side of the tower column 10. After all prestressed tendons are tensioned, the post-cast area 102 of the diaphragm concrete 101 is poured to anchor the fixed ends of the steel strands 330 into the concrete, achieving a permanent fixed connection. The fixed end of the second steel wire cable 320 is located on the outside of the tower column 10, which facilitates tension adjustment or replacement and maintenance during later use to maintain the reliability of the connection between the beam 20 and the tower column 10. During later replacement or tension adjustment, the connection between the beam 20 and the tower column 10 through the steel strands 330 is always guaranteed.

[0038] Specifically, there are multiple first steel wire cables 310, which are spaced apart and arranged in two rows. There are multiple second steel wire cables 320 in each group, which are spaced apart and arranged in three rows. There are multiple steel strands 330 in each group, which are also spaced apart and arranged in two rows.

[0039] In one embodiment, at least two positioning blocks are provided on the outer wall of the tower column 10, with the two positioning blocks spaced vertically apart. The crossbeam segment 210 located at the end can be positioned between the two positioning blocks, thereby achieving the positioning of the crossbeam segment 210 on the outer wall of the tower column 10 and ensuring the stability of the prestressed tendon insertion and tensioning alignment. Specifically, the positioning blocks are welded to the outer wall of the tower column 10.

[0040] In one embodiment, the crossbeam 20 further includes multiple anchoring connection plates. Multiple rivet holes are provided on both the anchoring connection plates and the crossbeam segment 210. The multiple anchoring connection plates are respectively located at the joint between the side and bottom surfaces of two adjacent crossbeam segments 210. Rivets are inserted into the rivet holes, and the riveting between the crossbeam segments 210 is achieved through the anchoring connection plates.

[0041] See Figure 2 , Figures 6 to 8 In one embodiment, the crossbeam 20 further includes positioning steel bars 220. Each crossbeam segment 210 has a strip-shaped mounting groove formed on its end faces facing each other. The length direction of the strip-shaped mounting groove is consistent with the width direction of the crossbeam 20, and the strip-shaped mounting groove penetrates the top surface and two opposite sides of the crossbeam segment 210. When two crossbeam segments 210 are positioned opposite each other, the two oppositely positioned strip-shaped mounting grooves form positioning grooves for accommodating the positioning steel bars 220. After the crossbeam segments 210 are repositioned, the dimensions of the positioning steel bars 220 are set according to the dimensions of the positioning grooves and the design requirements of the weld, and the positioning steel bars 220 are inserted into the positioning grooves. The positioning steel bars 220 are welded to the crossbeam segments 210 from the top surface of the crossbeam 20, achieving positioning connection of each crossbeam segment 210 through the positioning steel bars 220. Because the crossbeam segment 210 is relatively large, it needs to be cut on-site according to its actual dimensions to meet the connection requirements and weld design requirements. This makes on-site cutting of the crossbeam segment 210 difficult, and any deviation in cutting can damage the entire crossbeam segment 210. However, by setting the positioning steel strip 220, the cutting process is simplified, and the weld design requirements can be effectively met.

[0042] Specifically, a positioning protrusion 211 is formed on the inner sidewall of the strip-shaped mounting groove. The positioning protrusion 211 is spaced apart from the bottom wall of the strip-shaped mounting groove to form a first insertion space 212. The positioning protrusion 211 is spaced apart from the top surface of the crossbeam segment 210 to form a second insertion space 213. When two crossbeam segments 210 are arranged opposite each other, the two positioning protrusions 211 are spaced apart relative to each other, the two first insertion spaces 212 are connected relative to each other, and the two second insertion spaces 213 are connected relative to each other. The positioning steel bar 220 includes a web plate 221, a first wing plate 222, and a second wing plate 223. The first wing plate 222 and the second wing plate 223 are spaced apart relative to each other. The web plate 221 is located between the first wing plate 222 and the second wing plate 223 and connects the first wing plate 222 and the second wing plate 223. When the positioning steel bar 220 is inserted into the positioning groove, the first wing plate 222 is inserted into the first insertion space 212, the web plate 221 is inserted between the two positioning protrusions 211, and the second wing plate 223 is inserted into the second insertion space 213. In this embodiment, the positioning steel bar 220 can be an I-beam.

[0043] Furthermore, the thickness of the second wing plate 223 is the same as the thickness of the second insertion space 213; the two sides of the first wing plate 222 can be cut according to the dimensions after the first insertion space 212 of the two crossbeam segments 210 are joined, and the two sides of the second wing plate 223 can be cut according to the width requirements of the weld seam at the top of the second wing plate 223 and the two crossbeam segments 210.

[0044] Furthermore, the anchoring connection plate is anchored to the side of the crossbeam segment 210 to block the positioning groove, and the positioning steel strip 220 is blocked in the positioning groove formed by the two crossbeam segments 210.

[0045] In one embodiment, the top surface of the positioning protrusion 211 is inclined downwards from the middle position toward both sides of the crossbeam 20, forming two wedge-shaped second insertion spaces 213. The distance between the bottom surface of the positioning protrusion 211 and the bottom wall of the strip-shaped mounting groove tends to increase from the middle to both sides of the crossbeam 20. There are two positioning steel bars 220, which can be inserted into the positioning groove from both sides of the crossbeam segment 210 respectively. The wedge-shaped guide space facilitates the insertion and positioning of the positioning steel bars 220.

[0046] After the crossbeam segment 210 is positioned and before formal riveting and welding, the positioning steel strip 220 is fitted into the crossbeam segment 210 to ensure a stable connection between adjacent crossbeam segments 210, pre-locking the relative position of the joint and effectively constraining displacement and deformation caused by riveting or welding. After the positioning steel strip 220 is fixed in place, it will not encroach on the working space for side riveting or top joint welding. Furthermore, the positioning steel strip 220, inserted into the positioning groove, can automatically correct and align the two crossbeam segments 210, reducing the accuracy requirements for the crossbeam segment 210's positioning. Simultaneously, the positioning steel strip 220 is not only a temporary positioning component but also utilizes an I-beam structure to improve the resistance of the crossbeam segment 210 joint to shear force, torsion, and local bending moment, enhancing the overall structural strength and torsional and shear resistance of the crossbeam segment 210 joint.

[0047] like Figure 1 and Figure 2 As shown, in this embodiment, the steel structure beam pylon 1 is a portal tower with a total height of approximately 338m. The tower column 10 is a steel-concrete composite tower, with its walls filled with C80 special concrete. Along the height of the tower column 10, the steel structure beam pylon 1 has six beams 20. Specifically, the end segments of each beam 20 are the same width as the tower column 10. The beams 20 have internal webs that are parallel to the webs inside the tower column 10.

[0048] like Figures 1 to 3 ,and Figure 9 As shown, this application also describes a method for constructing a cable tower crossbeam, used to construct the steel structure crossbeam cable tower 1 in any of the above embodiments. In this embodiment, the construction of the lowermost crossbeam 20 is used as an example. Specifically, the method for constructing the cable tower crossbeam includes: Step S1: Embed the upper seamless steel pipe and the lower seamless steel pipe in the concrete of the two partition plates 101 corresponding to the crossbeam 20 inside the tower column 10. Step S2: Insert the upper layer prestressed tendons inside the upper seamless steel pipe; insert the lower layer prestressed tendons inside the lower seamless steel pipe.

[0049] In this embodiment, the tower column 10 is formed by splicing multiple steel shell segments, which are added sequentially upwards from the bottom T0 segment. Taking the tower column 10 in this embodiment as an example, after the T11 steel shell segment is hoisted and installed, a lower seamless steel pipe is pre-embedded in the T11 steel shell segment, and the concrete for the T11 steel shell segment is poured. Simultaneously, the lower partition concrete 101 is poured, and a post-pouring area 102 is reserved so that the seamless steel pipe is pre-embedded in the concrete. After the subsequent T12 steel shell segment is constructed in sequence, the lower layer prestressed tendons are inserted into the lower seamless steel pipe. The construction of the T13 steel shell segment continues, and an upper seamless steel pipe is pre-embedded in the T13 steel shell segment. The concrete for the T13 steel shell segment is poured, and the upper partition concrete 101 is poured simultaneously, and a post-pouring area 102 is reserved. The subsequent T14 and T15 steel shell segments are constructed in sequence, and upper layer prestressed tendons are inserted into the upper seamless steel pipe. Specifically, the height of tower column 10 must exceed the height of two steel shell segments at the location of crossbeam 20 before construction of crossbeam 20 can proceed, and must not exceed the height of five steel shell segments at the location of crossbeam 20. To avoid affecting the construction progress of tower column 10, crossbeam 20 and tower column 10 can be constructed simultaneously.

[0050] In this embodiment, the thickness of the partition concrete 101 is 1.2m. The partition concrete 101 is formed by setting a partition inside the tower column 10 and pouring concrete on the partition. The thickness of the concrete can be 1.2m.

[0051] Step S3: The end segment of the hoisting beam 20 is positioned on the outer wall of the tower column 10, and the prestressed tendons located on the upper layer and the prestressed tendons located on the lower layer are tensioned from the side of the beam 20.

[0052] Specifically, two spaced-apart post-cast areas 102 are reserved at positions on the two partition concrete 101 away from the crossbeam 20. The first steel wire cable 310 and two sets of steel strands 330 are threaded within the partition concrete 101, with the fixed end of the first steel wire cable 310 located within the inner cavity of the tower column 10 and the fixed end of the steel strands 330 located within the post-cast area 102 of the partition concrete 101. The second steel wire cable 320 is threaded within the opposite side plates of the tower column 10, with its fixed end located on the outer side of the tower column 10. After the end segments of the crossbeam 20 are installed, the first steel wire cable 310 is tensioned to the design requirements, then the two sets of steel strands 330 are tensioned to the design requirements, and finally the two sets of second steel wire cables 320 are tensioned to the design requirements.

[0053] Furthermore, after all prestressed tendons are tensioned, a second prestressed tendon tensioning is performed in the same sequence as the first tensioning after a preset time. After the second prestressed tendon tensioning is completed, duct grouting and anchor sealing are carried out. Specifically, duct grouting and anchor sealing are performed within 48 hours after tensioning. In another embodiment, after the first tensioning, the prestress is tested. If the prestress meets the design requirements, a second tensioning is not performed; if the prestress does not meet the design requirements, a second prestressed tendon tensioning is performed in the same sequence as the first tensioning after a preset time, so that the prestress of the prestressed tendons reaches the design requirements.

[0054] In this embodiment, tensioning is performed in stages during each tensioning process. The steel strand 330 is tensioned in three stages with tension forces of 10%, 20%, and 100%. The tensioning of the steel strand 330 employs dual control of tension force and elongation, with tension force control as the primary factor and elongation value verification. The allowable error for elongation is ±6%. In this embodiment, both the first steel wire cable 310 and the second steel wire cable 320 are tensioned in three stages with tension forces of 20%, 60%, and 100%. The load is held for 5-10 minutes after each stage of tensioning.

[0055] In this embodiment, all prestressed tendons are tensioned at one end. Since the tensioning position of the upper prestressed tendons on the crossbeam 20 is too high and the construction space for workers is limited, hooks are designed at the top plate position inside the crossbeam 20 during top tensioning. The tensioning jacks are hoisted by the hooks, and the height of the tensioning jacks is adjusted by hand hoists to ensure that the jacks can be stably connected to the corresponding prestressed tendons.

[0056] Step S4: After all the prestressed tendons of the end segments of the crossbeam 20 are tensioned, grout and seal the lower and upper seamless steel pipes. First, clean the area around the anchor groove of the seamless steel pipe, then fill the anchor groove with concrete to prevent the anchor from rusting, and finally grout and seal the anchor.

[0057] In this embodiment, after tensioning is completed, the post-cast area 102 of the diaphragm concrete 101 is poured inside the tower column 10 so that the fixed end of the steel strand 330 is anchored in the post-cast area 102. Each tower column 10 corresponding to each beam 20 is provided with two diaphragm concrete 101, and each diaphragm concrete 101 is provided with two post-cast areas 102.

[0058] Please see Figure 2 , Figure 6 and Figure 7 Step S5: Hoist the remaining segments of the crossbeam 20 and position them between the two end segments until the last closing segment is hoisted and positioned.

[0059] Specifically, step S5 includes: after the prestressing tendons and the two end segments of the crossbeam 20 are tensioned, measuring the actual installation spacing between the two end segments; adjusting the active cross bracing between the two tower columns 10 according to the actual installation spacing and the designed installation spacing to match the actual installation spacing with the designed installation spacing. When splicing to the closure segment, measuring the current actual closure spacing, and adjusting the active cross bracing according to the size of the current closure segment to match the size of the current closure segment.

[0060] Furthermore, the closure spacing is continuously measured. When the closure spacing is greater than or equal to 2cm-5cm of the closure segment, such as 4cm, closure construction can proceed. The closure segment to be closed is hoisted using a tower crane. When it is hoisted to about 20cm from the top of the closure position, the closure segment is slowly lowered using guide ropes and limiting guides. Then, the jacks at the bottom of the closure segment are used to make precise fine adjustments to ensure the alignment and splicing accuracy of the closure segment with other crossbeam segments 210.

[0061] In this embodiment, before hoisting the closure segment of the crossbeam 20, the deviation between the actual closure spacing and the current closure segment needs to be compared with the size of the closure weld joint. If the reserved closure weld joint does not meet the design requirements, it is necessary to apply a horizontal force by adjusting the active cross bracing between the tower columns 10 to correct the deviation. Specifically, the jacking force applied by the active cross bracing is: ;in, The actual closure spacing was measured. This refers to the length of the closure segment; The design width of the weld; This is the current closure temperature; Standard reference temperature; is the coefficient of linear expansion of steel; The equivalent horizontal lateral stiffness (kN / mm) of the tower column 10 at the elevation of the crossbeam 20 can be obtained through finite element simulation before construction. This is an adjustment force used to counteract additional internal forces caused by wind loads or uneven temperature. The jacking force of the active cross brace must not exceed the design capacity of the active cross brace and the allowable stress of the tower column. Adjust the jacking force applied to the active cross brace according to the above data until the reserved weld width reaches the design width.

[0062] Step S6: After connecting the bottom surface and two sides of each crossbeam segment 210 by riveting, weld the top joint of each crossbeam segment 210 until the connection between all crossbeam segments 210 is completed.

[0063] Specifically, step S6 includes: Step S61: Insert positioning steel bars 220 into the positioning groove formed between two adjacent crossbeam segments 210, and set anchoring connection plates on the side of the crossbeam segments 210 so that the anchoring connection plates block the positioning groove to restrict the positioning steel bars 220 between the two crossbeam segments 210. Step S62: Multiple rivet holes are provided at intervals on the anchoring connection plate and the crossbeam segment 210, and punch pins and bolts are inserted into the rivet holes to initially fix each crossbeam segment 210. Step S63: Gradually replace the punches and bolts with rivets from the middle closure segment towards the end segments at both ends; Step S64: Weld the top joints of each crossbeam segment 210.

[0064] The use of punch pins can calibrate rivet hole positions and eliminate misalignment errors. Intermittently placed temporary bolts allow for quick connection of the anchor plate to the beam segment 210, preventing loosening or misalignment of segment joints and avoiding construction difficulties caused by riveting all sections at once. Starting from the closure segment and gradually replacing the connections with rivets towards both ends, this avoids stress accumulation in the middle caused by riveting from both ends towards the center. Since the closure segment is a critical area of ​​stress concentration in the beam 20 structure, this method effectively reduces residual stress levels and improves structural durability.

[0065] Further, step S61: inserting a positioning steel strip 220 into the positioning groove formed between two adjacent crossbeam segments 210, including: According to the dimensions of the first insertion space 212 and the second insertion space 213 of the two adjacent crossbeam segments 210 and the weld design requirements, the opposite sides of the first wing plate 222 and the second wing plate 223 are cut respectively. The cut positioning steel strip 220 is inserted into the positioning groove from one side of the crossbeam 20; Step S64 includes welding the weld between the second wing plate 223 and the top of the crossbeam segment 210.

[0066] The positioning steel strip 220 is used to limit the lateral, vertical and torsional positions of adjacent beam segments 210, thereby improving the structural stability of the weld. Then, the positioning groove is sealed by the anchoring connection plate to prevent the positioning steel strip 220 from slipping or falling out, forming a closed positioning structure.

[0067] Further, steps S62 and S63 include: Punches and bolts are inserted into some of the rivet holes to fix each crossbeam segment 210; In the rivet holes where no punch or bolt has been inserted, insert short-tailed ring groove rivets in a direction from the center outwards. After all the rivet holes on the anchoring connection plate that have not been filled with punches and bolts have been riveted with short-tailed ring groove rivets, first remove the bolts one by one and replace them with short-tailed ring groove rivets, then remove the punches one by one and replace them with short-tailed ring groove rivets.

[0068] The diameter of the punch should be 0.2mm to 0.3mm smaller than the designed diameter of the rivet hole. Before installing the short-tailed groove rivets, tighten the bolts until they are tightly fitted to the surface of each anchoring plate. First, insert the short-tailed groove rivets into all the rivet holes that are not yet filled with punches and bolts. Then, rivet the rivets according to the principle of proceeding from the center of the short-tailed groove rivet group outwards and from the part with the greater joint stiffness to the part with less constraint. Remove the punches and bolts one by one and replace them with short-tailed groove rivets, replacing the bolts first and then the punches. Gradually replace them with short-tailed groove rivets to avoid removing too many temporary connections at once, which could lead to structural instability. Replace only a portion of the punches and bolts each time to maintain the continuous stability of the structure. At the same time, rivet the central part first to form an anchor point. When riveting outwards, the anchor point will not move during the riveting process, and the stress will be gradually released from the center to both sides, avoiding stress concentration.

[0069] In the above-mentioned construction method for the cable tower crossbeam, after the end segments of the crossbeam 20 are hoisted and positioned, permanent anchoring between the end segments and the tower column 10 is achieved directly by tensioning the upper and lower prestressed tendons, forming a stable stress reference system. The connection between the crossbeam segments 210 adopts a method of first positioning by riveting on three sides and then fixing by welding on the top surface. Riveting restricts the degree of freedom and deformation during the welding process, ensuring the splicing quality of the crossbeam 20. Simultaneously, the bottom and sides of the crossbeam 20 bear tensile stress, and riveting can absorb and disperse energy through small deformations, effectively alleviating stress concentration. Furthermore, the weld has excellent compressive strength, ensuring the overall rigidity of the top surface, while also ensuring the sealing of the top of the crossbeam 20, preventing rainwater and other substances from seeping into the crossbeam 20 and causing corrosion.

[0070] In the description of this application, it should be understood that if terms such as "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential" appear, these terms indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application.

[0071] Furthermore, where the terms "first" and "second" appear, these terms are for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, where the term "multiple" appears, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0072] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "joining," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise expressly limited. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0073] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0074] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this patent application should be determined by the appended claims.

Claims

1. A method for constructing a cable tower crossbeam, characterized in that, The construction method for the cable tower crossbeam includes: Step S1: Embed the upper seamless steel pipe and the lower seamless steel pipe in the concrete of the two partition plates corresponding to the crossbeam inside the tower column, respectively. Step S2: Insert the upper layer prestressed tendons inside the upper seamless steel pipe; insert the lower layer prestressed tendons inside the lower seamless steel pipe; Step S3: The end segment of the hoisting beam is positioned on the outer wall of the tower column, and the prestressed tendons located on the upper layer and the prestressed tendons located on the lower layer are tensioned from the side of the beam. Step S4: After all the prestressed tendons of the end segments of the crossbeam are tensioned, grout the lower seamless steel pipe and the upper seamless steel pipe and seal the anchor. Step S5: Hoist the remaining segments of the crossbeam and position them between the two end segments until the last closing segment is hoisted and positioned. Step S6: After connecting the bottom surface and two sides of each crossbeam segment by riveting, weld the top joint of each crossbeam segment until the connection between all crossbeam segments is completed.

2. The method for constructing the cable tower crossbeam according to claim 1, characterized in that, Step S6 includes: Positioning steel bars are inserted into the positioning groove formed between two adjacent crossbeam segments, and anchoring connection plates are set on the side of the crossbeam segments so that the anchoring connection plates block the positioning groove to restrict the positioning steel bars between the two crossbeam segments. Multiple rivet holes are provided at intervals on the anchoring connection plate and the crossbeam segment, and punch pins and bolts are inserted into the rivet holes to initially fix each crossbeam segment. From the middle closure segment towards the end segments at both ends, gradually replace the punches and bolts with rivets; Weld the top joints of each crossbeam segment.

3. The method for constructing the cable tower crossbeam according to claim 2, characterized in that, A strip-shaped mounting groove is formed on the end face of the crossbeam segment. The length direction of the strip-shaped mounting groove is consistent with the width direction of the crossbeam, and the strip-shaped mounting groove penetrates the top surface and two opposite sides of the crossbeam segment. A positioning protrusion is formed on the inner side wall of the strip-shaped mounting groove. The positioning protrusion is spaced apart from the bottom wall of the strip-shaped mounting groove to form a first insertion space. The positioning protrusion is spaced apart from the top surface of the crossbeam segment to form a second insertion space. When two crossbeam segments are arranged opposite each other, the two oppositely arranged strip-shaped mounting grooves form a positioning groove for accommodating the positioning steel bar, and the two positioning protrusions are spaced apart opposite each other. The positioning steel bar includes a web, a first wing plate, and a second wing plate. The first wing plate and the second wing plate are arranged parallel and spaced apart. The web is located between the first wing plate and the second wing plate and connects the first wing plate and the second wing plate. The first wing plate passes through the first insertion space, the web passes between the two positioning protrusions, and the second wing plate passes through the second insertion space. The method of threading positioning steel bars through the positioning groove formed between two adjacent beam segments includes: Based on the dimensions of the first and second insertion spaces and the weld design requirements of the two adjacent crossbeam segments, the opposite sides of the first and second flanges are cut respectively. The cut positioning steel strip is inserted into the positioning groove from one side of the crossbeam; Weld the weld between the second flange and the top of the crossbeam segment.

4. The method for constructing the cable tower crossbeam according to claim 2, characterized in that, Initially fix each crossbeam segment by inserting punches and bolts into the rivet holes; gradually replace the punches and bolts with rivets from the middle closure segment towards the end segments at both ends, including: Punches and bolts are inserted into some of the rivet holes to initially fix each crossbeam segment; In the rivet holes where no punch or bolt has been inserted, insert short-tailed ring groove rivets in a direction from the center outwards. After all the rivet holes on the anchoring connection plate that have not been filled with punches and bolts have been riveted with short-tailed ring groove rivets, first remove the bolts one by one and replace them with short-tailed ring groove rivets, then remove the punches one by one and replace them with short-tailed ring groove rivets.

5. The method for constructing the cable tower crossbeam according to any one of claims 1-4, characterized in that, Each layer of prestressed tendons includes a first wire cable, two sets of second wire cables, and two sets of steel strands. The first wire cable is located in the middle position, the two sets of second wire cables are located on both sides of the first wire cable and pass through the opposite side plates of the tower column, and the two sets of steel strands are located between the two sets of second wire cables and the first wire cable. Step S3 includes: reserving two spaced post-cast areas at positions away from the crossbeams in the two partition concrete sections; the first wire cable and the two sets of steel strands are both threaded through the partition concrete, so that the fixed end of the first wire cable is located in the inner cavity of the tower column, the fixed end of the steel strands is located in the post-cast area of ​​the partition concrete, and the fixed end of the second wire cable is located on the outside of the tower column. After the end segments of the crossbeam are installed, first tension the first steel wire cable to the design requirements, then tension the two sets of steel strands to the design requirements, and finally tension the two sets of second steel wire cables to the design requirements. After tensioning is completed, the diaphragm concrete post-cast area is poured inside the tower column to anchor the fixed end of the steel strand in the post-cast area.

6. The method for constructing the cable tower crossbeam according to claim 5, characterized in that, After the end segments of the crossbeam are installed, the first steel wire cable is tensioned to the design requirements, then two sets of steel strands are tensioned to the design requirements, and then two sets of second steel wire cables are tensioned to the design requirements. This process then includes: After all the prestressed tendons have been tensioned, the prestress of the prestressed tendons is tested. If the prestress does not meet the design requirements, the prestressed tendons are tensioned for the second time in the same order as the first tensioning after a preset time, so that the prestress of the prestressed tendons meets the design requirements. After the second prestressed tendon tensioning is completed, duct grouting and anchor sealing are carried out; In this process, tensioning is carried out in stages. The steel strands are tensioned in three stages with tension forces of 10%, 20%, and 100%. The first and second steel wire cables are tensioned in three stages with tension forces of 20%, 60%, and 100%. Each stage of tensioning is followed by a holding time of 5-10 minutes.

7. The method for constructing the cable tower crossbeam according to any one of claims 1-4, characterized in that, Steps S1 and S2 include: After the T11 steel shell segment is hoisted and installed, the lower seamless steel pipe is pre-embedded in the T11 steel shell segment, and the concrete of the T11 steel shell segment is poured. At the same time, the lower partition concrete is poured and a post-pouring area is reserved so that the seamless steel pipe is pre-embedded in the concrete. After constructing the subsequent T12 steel shell segments in sequence, the lower layer of prestressed tendons are inserted into the lower seamless steel pipe; Continue construction of the T13 steel shell segment, pre-embed the upper seamless steel pipe in the T13 steel shell segment, and pour the concrete of the T13 steel shell segment. Simultaneously pour the upper partition concrete and reserve the post-pouring area. The subsequent T14 steel shell segment and T15 steel shell segment were constructed in sequence, and the upper layer of prestressed tendons were inserted into the upper seamless steel pipe.

8. A steel structure cable tower with a crossbeam, constructed using the cable tower crossbeam construction method as described in any one of claims 1-7, characterized in that, The steel structure cable tower includes: Two tower columns are set at intervals relative to each other, and each tower column is formed by splicing multiple steel shell segments; A crossbeam is provided between two tower columns. The crossbeam comprises multiple crossbeam segments. The bottom surface of each crossbeam segment is connected to its two sides by riveting, and the top surface of each crossbeam segment is connected by welding. The upper and lower prestressed tendons are each provided with two spaced-apart diaphragm concrete sections at the positions corresponding to the crossbeams inside the tower column; the upper prestressed tendons are anchored to the upper diaphragm concrete section, and the lower prestressed tendons are anchored to the lower diaphragm concrete section.

9. The steel structure crossbeam cable tower according to claim 8, characterized in that, The crossbeam also includes positioning steel bars. Each crossbeam segment has a strip-shaped mounting groove formed on its end face facing each other. The length direction of the strip-shaped mounting groove is consistent with the width direction of the crossbeam, and the strip-shaped mounting groove penetrates the top surface and two opposite sides of the crossbeam segment. Positioning protrusions are formed on the inner sidewall of the strip-shaped mounting groove. The positioning protrusions are spaced apart from the bottom wall of the strip-shaped mounting groove to form a first insertion space, and the positioning protrusions are spaced apart from the top surface of the crossbeam segment to form a second insertion space. When two crossbeam segments are arranged opposite each other, the two oppositely arranged strip-shaped mounting grooves form positioning grooves for accommodating the positioning steel bars, and the two positioning protrusions are spaced apart opposite each other. The two first insertion spaces are connected to each other, and the two second insertion spaces are connected to each other.

10. The steel structure crossbeam cable tower according to claim 9, characterized in that, The positioning steel bar includes a web, a first wing plate, and a second wing plate. The first wing plate and the second wing plate are spaced apart from each other. The web plate is located between and connects the first wing plate and the second wing plate. The first wing plate passes through a first insertion space. The web plate passes between two positioning protrusions. The second wing plate passes through a second insertion space. The thickness of the second wing plate is the same as the thickness of the second insertion space. The two sides of the first wing plate can be cut according to the dimensions after the first insertion space of the two crossbeam segments is joined. The two sides of the second wing plate can be cut according to the width requirements of the weld seam at the top of the second wing plate and the two crossbeam segments.

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