Construction method for combination section of ultrahigh large-dip-angle steel shell-concrete combined tower column and concrete tower column

Abstract

The invention relates to the technical field of bridge concrete construction, and particularly discloses a construction method for a combination section of an ultrahigh large-dip-angle steel shell-concrete combined tower column and a concrete tower column, when the concrete section tower column is constructed to the last section, an area with the height of 1.5 m is reserved, and the concrete section tower column and the steel shell-concrete combined tower column combination section are poured together in the later period; four bracket supports are embedded in the top face of the concrete tower column, four three-way jacks are arranged and used for adjusting the posture of the steel shell in a high-precision mode, a mold clamping groove is formed in the position, 10 cm away from the bottom opening of the steel shell, of the periphery of the bottom opening of the steel shell, it is ensured that an outer side mold plate is tightly attached to the steel shell, and the outer wall of the concrete tower column and the outer wall of the steel shell are smooth and free of slab staggering in the area with the height of 1.5 m; a locking bracket is arranged at a bottom opening of the concrete tower column in the area with the height of 1.5 m, it is guaranteed that an outer side formwork is tightly attached to the concrete tower column, the outer wall of the concrete tower column in the area and the outer wall of the lower tower column are smooth and free of slab staggering, high-precision positioning installation, linear control and slab staggering prevention of the combined section are effectively achieved, and the construction efficiency and quality are greatly improved.

Description

Technical Field

[0001] The invention relates to the technical field of bridge concrete construction, in particular to a construction method for a super-high and large-angle steel shell-concrete composite tower column and a concrete tower column combined section. Background Art

[0002] At present, the common forms of cable towers include steel structure cable towers, concrete cable towers, and steel shell-concrete combined cable towers. With the continuous development of bridge construction technology, hybrid cable towers with steel shell-concrete combined tower columns and concrete tower columns have come into being. The middle and lower tower columns adopt reinforced concrete structures, and the upper tower column anchorage area adopts a steel shell-concrete composite tower column design scheme, which fully utilizes the advantages of reinforced concrete bridge towers, such as high compressive strength and low cost, and convenient construction of steel shell concrete bridge towers, as well as crack resistance and good durability in the anchorage area. However, how to achieve high-precision construction of the combined section of the steel shell-hybrid tower column and the concrete tower column during the construction process is a key problem.

[0003] The object of the present invention is to provide a construction method for an ultra-high and large-angle steel shell-concrete composite tower column and a concrete tower column joint section, so as to solve the problems mentioned in the above background technology. Summary of the invention

[0004] To achieve the above object, the present invention provides a construction method for an ultra-high and high-inclination steel shell-concrete composite tower column and a concrete tower column combined section, comprising the following construction steps:

[0005] Step 1: When the concrete tower column is constructed to the last section, a 1.5-meter-high area is reserved without pouring, and four supporting brackets are embedded on the top surface. At the same time, locking rod sleeves are set on the sides around the top of the concrete tower column, and vertical supports are embedded according to the position of the horizontal ribs of the steel shell;

[0006] Step 2: Install an adjustable three-way jack on each supporting corbel to ensure that the sum of the supporting corbel height and the jack height is 1.5 meters;

[0007] Step 3: Lift the steel shell above the jack, and then slowly lower it until the steel shell is supported by the jack;

[0008] Step 4: Accurately adjust the elevation of the steel shell by adjusting the vertical stroke of the three-way jack, and accurately adjust the plane position of the steel shell by adjusting the longitudinal and transverse strokes;

[0009] Step 5: After the steel shell is adjusted to the right position, use steel sections to support and fix it, and extend the vertical support pre-buried on the top of the concrete tower column to the horizontal ribs of the steel shell for stability reinforcement. Then remove the three-way jack, cut off the supporting bracket of the cantilevered part, release the steel shell hook, and complete the system conversion;

[0010] Step 6: Connect the steel shell and the vertical steel bars of the concrete tower column, and tie the steel bars within the 1.5m high range and the steel bars inside the steel shell;

[0011] Step 7: Set an L-shaped die groove 10 cm away from the bottom of the steel shell. The height of the die groove is 2 mm greater than the thickness of the template and the depth is 2 cm.

[0012] Step 8: Install the template in the 1.5m height area and insert the template into the die slot. For the 2mm gap between the template and the die slot, use a steel plate to fill the gap and ensure that the template fits tightly with the outer wall of the steel shell;

[0013] Step 9: Arrange the formwork back ribs vertically, and then set transverse back ribs at the top and bottom of the formwork back ribs. The back ribs set at the top and bottom are both provided with formwork tie rods, and are respectively tied to the internal structure of the steel shell and the vertical steel bars of the concrete tower column;

[0014] Step 10: The bottom of the back rib of the formwork is fixed with the outer wall of the concrete tower column by a locking bracket, and connected with the locking tie rod sleeve pre-embedded in the concrete tower column through the bracket tie rod to ensure that the back rib of the formwork fits tightly with the concrete tower column;

[0015] Step 11: After the formwork is installed, pour concrete at the joint section of the 1.5-meter-high concrete tower column and the steel shell-concrete composite tower column.

[0016] As a further improvement of the present invention, in step one, the supporting corbels, vertical supports and locking tie rod sleeves are pre-embedded before pouring concrete for the last concrete section of the tower column.

[0017] As a further improvement of the present invention, in step one, the position of the supporting corbel is arranged according to the steel shell structure and is evenly distributed at the main load-bearing position of the steel shell. The total height of the exposed concrete surface and the height of the three-way jack is controlled at 1.5m.

[0018] As a further improvement of the present invention, in step one, the spacing between the locking rod sleeves is controlled to be about 1.5 m to ensure that the bottom of the back rib of the formwork is effectively locked to prevent misalignment and leakage.

[0019] As a further improvement of the present invention, in step 1, the stress condition of the structure of the supporting position of the steel shell needs to be calculated, and local reinforcement is performed when necessary.

[0020] As a further improvement of the present invention, in step 2, the three-way jacks on the four supporting corbels are aligned in lateral and longitudinal directions, and a synchronous control system is configured to achieve three-dimensional synchronous control adjustment.

[0021] As a further improvement of the present invention, in step 2, four three-way jacks are vertically configured with mechanical locking devices to achieve travel locking after being adjusted into place.

[0022] As a further improvement of the present invention, in step five, the bearing capacity of the steel support needs to be calculated, and during installation, it is welded and fixed firmly to the steel shell bearing position and the supporting bracket embedded in the concrete to ensure construction safety.

[0023] As a further improvement of the present invention, in step six, the vertical steel bar joints are arranged in the 1.5m concrete tower column area to prevent the vertical steel bars of the concrete tower column from extending into the steel shell and affecting the lifting of the steel shell.

[0024] Compared with the prior art, the present invention has the following beneficial effects:

[0025] When the concrete tower column is constructed to the last section, the present invention reserves a 1.5m high area without pouring, so that it can be poured together with the steel shell-concrete composite tower column joint section in the later stage, thereby effectively controlling the linear type of the two and facilitating the operation of construction personnel, pre-embedding 4 bracket supports on the top surface of the concrete tower column, and setting a three-way jack on each bracket support to achieve high-precision adjustment of the steel shell posture, and setting a card mold groove at a distance of 10cm around the bottom of the steel shell to ensure that the outer template and the steel shell fit tightly, so that the outer wall of the concrete tower column in the 1.5m high area and the outer wall of the steel shell are smooth and without misalignment, and setting a locking bracket at the bottom of the concrete tower column in the 1.5m high area to ensure that the outer template and the concrete tower column fit tightly, so that the outer wall of the concrete tower column in this area and the outer wall of the tower column below are smooth and without misalignment. This method can effectively achieve high-precision positioning and installation and linear control of the ultra-high and large-angle steel shell-concrete composite tower column and the concrete tower column joint section to prevent misalignment, and greatly improve construction efficiency and construction quality. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a schematic diagram of the installation of the corbel support and the three-way jack of the present invention;

[0027] Figure 2 It is a schematic diagram of the construction of adjusting the jack after the steel shell is hoisted according to the present invention;

[0028] Figure 3 This is a schematic diagram of system conversion construction after the steel shell adjustment of the present invention is completed;

[0029] Figure 4 It is a schematic diagram of concrete pouring construction of the present invention;

[0030] Figure 5 For the present invention Figure 4 A magnified image of point A;

[0031] Figure 6 For the present invention Figure 1 The construction drawing of the steel shell bottom mold groove.

[0032] In the figure: 1. Concrete tower column; 2. Vertical support; 3. Locking tie rod sleeve; 4. Vertical reinforcement; 5. Support corbel; 6. Three-way jack; 7. Steel shell; 9. Steel support; 10. Formwork back rib; 11. Horizontal back rib; 12. Formwork tie rod; 13. Formwork groove; 14. Locking corbel; 15. Corbel tie rod. DETAILED DESCRIPTION

[0033] To facilitate understanding of the present invention, the present invention will be described more comprehensively below with reference to the relevant drawings. Several embodiments of the present invention are given in the drawings, but the present invention can be implemented in different forms and is not limited to the embodiments described in the text. On the contrary, these embodiments are provided to make the content disclosed in the present invention more thorough and comprehensive.

[0034] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by technicians in the technical field to which the present invention belongs. The terms used in the specification of the present invention are only for the purpose of describing specific embodiments and are not intended to limit the present invention. The term "and / or" used herein includes any and all combinations of one or more related listed items.

[0035] The present invention is further described in detail below in conjunction with the accompanying drawings.

[0036] See also Figure 1-6 The present invention provides a construction method for a combined section of an ultra-high and high-inclination steel shell 7-concrete composite tower column and a concrete tower column 1, comprising the following construction steps:

[0037] Step 1: When the concrete tower column 1 is constructed to the last section, a 1.5-meter-high area is reserved without pouring, and four supporting brackets 5 are embedded on the top surface. At the same time, locking rod sleeves 3 are set on the sides around the top of the concrete tower column 1, and vertical supports 2 are embedded according to the position of the horizontal ribs of the steel shell 7;

[0038] Before pouring concrete for the last concrete section of the tower column, complete the pre-embedding work of the supporting corbel 5, the vertical support 2 and the locking tie rod sleeve 3 to ensure the accuracy and firmness of the pre-embedding and avoid rework at a later stage.

[0039] The arrangement of the supporting corbel 5 must be strictly based on the structure of the steel shell 7 and evenly distributed at the main load-bearing position of the steel shell 7. The total height of the exposed concrete surface of the supporting corbel 5 and the height of the three-way jack 6 must be accurately controlled at 1.5m. The height of the three-way jack 6 must be measured and calculated in advance to ensure the smooth progress of subsequent construction.

[0040] The spacing between the locking rod sleeves 3 is controlled at about 1.5 meters. Such a spacing setting can effectively ensure the locking effect of the bottom of the template, prevent misalignment and leakage in subsequent construction, and improve construction quality.

[0041] The structural stress calculation is performed on the supporting position of the steel shell 7. For the weak stress positions, local reinforcement treatment is performed when necessary, such as increasing the thickness of the steel plate, adding stiffening ribs, etc., to ensure the stability of the steel shell 7 during the subsequent construction process.

[0042] The existing technology does not pay enough attention to the pre-embedding work, and the pre-embedding position and height control are not accurate enough. This method accurately controls the pre-embedding position and height, and performs force analysis and reinforcement on the supporting position of the steel shell 7, which can effectively improve the construction safety and stability and lay a good foundation for subsequent construction.

[0043] Step 2: An adjustable three-way jack 6 is installed on each supporting corbel 5 to ensure that the sum of the height of the supporting corbel 5 and the height of the jack is 1.5 meters;

[0044] The four three-way jacks 6 are kept consistent in the horizontal and vertical directions, and are also equipped with a synchronous control system to achieve three-dimensional synchronous control adjustment, thereby avoiding uneven force on the steel shell 7, tilting or displacement due to asynchronous adjustment of the jacks.

[0045] The four three-way jacks 6 are vertically configured with their own mechanical locking devices. When adjusted into place, the travel can be locked in time to prevent the jacks from accidentally retracting or moving during the subsequent construction process, thereby ensuring the stability of the steel shell 7 posture.

[0046] Through the synchronous control system and the mechanical locking device, the precise adjustment and stable maintenance of the posture of the steel shell 7 are achieved, and the construction accuracy is improved. In this embodiment, the three-way jack 6 adopts the Ovim jack, and the synchronous control system and the mechanical locking device are both complete sets of equipment provided by the Ovim jack. For details, please refer to the synchronous system and mechanical locking device in the Ovim jack complete set of equipment in the prior art, which will not be repeated here.

[0047] Step 3: Hoist the steel shell 7 above the jack, then slowly lower it until the steel shell 7 is supported by the jack; hoist the steel shell 7 above the jack, slowly lower it to a position 1-2 cm away from the top surface of the jack and stop, then lift the vertical jack cylinder of the three-way jack 6, control the oil pressure, and make the four three-way jacks 6 evenly bear the load of the steel shell 7. In this process, monitor the oil pressure and the load-bearing conditions of the jack in real time to ensure that the steel shell 7 is placed stably.

[0048] The prior art lacks real-time monitoring of the oil pressure and the load-bearing conditions of the jack during the hoisting and initial loading of the steel shell 7, which easily leads to the unstable placement of the steel shell 7. The method installs oil pressure and pressure sensors on the hydraulic oil circuit and load-bearing parts of the jack to collect oil pressure and load-bearing signals. After being processed by the data acquisition module, the signals are transmitted to the software monitoring platform by wired or wireless means to realize real-time display, analysis and alarm of the data. Regular calibration and maintenance are also required to ensure accurate monitoring. Through real-time monitoring, the uniform distribution of the load on the steel shell 7 is guaranteed, and the safety and reliability of the construction are improved.

[0049] Step 4: By adjusting the vertical stroke of the three-way jack 6, the elevation of the steel shell 7 is accurately adjusted, and by adjusting the longitudinal and lateral strokes, the plane position of the steel shell 7 is accurately adjusted;

[0050] After ensuring that the steel shell 7 is stable, the hook of the steel shell 7 is unloaded but not loosened. The elevation of the steel shell 7 is accurately adjusted by adjusting the vertical jacking stroke of the three-way jack 6. The longitudinal and lateral strokes of the three-way jack 6 are adjusted to accurately adjust the plane position of the steel shell 7. During the adjustment process, high-precision measuring instruments, such as total stations, are used to monitor the position and elevation of the steel shell 7 in real time to ensure that the adjustment accuracy meets the design requirements.

[0051] The method can achieve high-precision adjustment of the posture of the steel shell 7 with the help of high-precision measuring instruments, and can better meet the construction requirements of the ultra-high and large-angle steel shell 7-concrete composite tower column.

[0052] Step 5: After the steel shell 7 is adjusted in position, it is supported and fixed with steel sections, and the vertical support 2 pre-buried on the top surface of the concrete tower column 1 is extended to the horizontal ribs of the steel shell 7 for stability reinforcement. Then the three-way jack 6 is removed, the cantilevered support bracket 5 is cut off, and the hook of the steel shell 7 is released to complete the system conversion;

[0053] After the posture of the steel shell 7 is adjusted into place, it is supported and fixed by steel sections, and the vertical supports 2 pre-buried on the top surface of the concrete tower column 1 are extended to the horizontal ribs of the steel shell 7 for stability reinforcement.

[0054] The steel support 9 needs to be calculated for its bearing capacity. During installation, it should be welded and fixed firmly to the bearing position of the steel shell 7 and the supporting bracket 5 embedded in the concrete to ensure construction safety.

[0055] During installation, the steel support 9 is welded and fixed firmly to the bearing position of the steel shell 7 and the support bracket 5 embedded in the concrete to ensure construction safety. After the support is fixed, the three-way jack 6 is removed, the cantilevered part of the support bracket 5 is cut off, the hook of the steel shell 7 is released, and the system conversion is completed.

[0056] The existing technology for fixing the steel support 9 is not firm enough. This method ensures the stability of the steel shell 7 during the construction process through firm welding and improves the construction quality and safety.

[0057] Step 6: Connect the steel shell 7 and the vertical steel bars 4 of the concrete tower column 1, and tie the steel bars within the 1.5m high range and the steel bars inside the steel shell 7;

[0058] The joints of the vertical steel bars 4 need to be set within the 1.5-meter concrete tower column 1 area to prevent the vertical steel bars 4 of the concrete tower column 1 from penetrating into the steel shell 7 and affecting the lifting of the steel shell 7. When connecting the steel bars, advanced connection techniques are used, such as straight thread sleeve connection, to ensure the strength of the steel bar connection, while avoiding the impact on the lifting of the steel shell 7 and improving construction efficiency.

[0059] Step 7: An L-shaped mold groove 13 is set at a distance of 10 cm around the bottom of the steel shell 7. The height of the mold groove 13 is 2 mm greater than the thickness of the template and the depth is 2 cm. Such a size design can ensure that the template fits tightly with the steel shell 7 and facilitates the installation and removal of the template.

[0060] The size of the mold groove 13 set in the prior art is not reasonable enough, resulting in a loose fit between the template and the steel shell 7. The method accurately designs the size of the mold groove 13, ensures a close fit between the template and the steel shell 7, avoids misalignment, and improves the quality of concrete pouring.

[0061] Step 8: Install the template in the 1.5m height area, insert the template into the mold slot 13, and use a steel plate to fill the 2mm gap between the template and the mold slot 13 to ensure that the template fits tightly with the outer wall of the steel shell 7;

[0062] During the template installation process, pay attention to the verticality and horizontality of the template, and use measuring tools for real-time monitoring and adjustment.

[0063] In the past, the installation of the template had insufficient control over the fit between the template and the steel shell 7 and the verticality and horizontality of the template. This method ensures the quality of template installation through precise installation technology and real-time monitoring, providing good conditions for concrete pouring.

[0064] Step nine: vertically arrange the formwork back ribs 10, and then set transverse back ribs 11 at the top and bottom of the formwork back ribs 10. The back ribs set at the top and bottom are provided with formwork tie rods 12, and are respectively tied to the internal structure of the steel shell 7 and the vertical steel bars 4 of the concrete tower column 1. Through reasonable back rib and back rib settings and tie rods, the overall stability of the formwork is enhanced to prevent the formwork from deformation during concrete pouring.

[0065] The existing formwork reinforcement method is not reasonable enough, which causes the formwork to be easily deformed during concrete pouring. This method effectively enhances the stability of the formwork through the setting of back ribs and back ribs and the tensioning of tie rods, ensuring the smooth pouring of concrete and the quality of molding.

[0066] Step 10: The bottom of the template back rib 10 is fixed to the outer wall of the concrete tower column 1 by a locking bracket 14, and is connected to the locking tie rod sleeve 3 pre-buried in the concrete tower column 1 through the bracket tie rod 15 to ensure that the template back rib 10 is tightly fitted to the concrete tower column 1;

[0067] The bottom of the template is surrounded by 8cm of the concrete column 1, and is locked with a locking bracket 14. The locking bracket 14 is connected with a locking tie rod sleeve 3 embedded in the concrete column 1 by a tie rod to ensure that the template fits tightly with the concrete column 1. During the connection process, the tightness of the tie rod must be ensured to prevent leakage.

[0068] This method effectively prevents mortar leakage and improves the quality of concrete pouring through precise edge dimensions and firm locking connections.

[0069] Step 11: After the formwork is installed, pour concrete at the 1.5-meter-high concrete tower column 1 and the steel shell 7-concrete composite tower column joint section.

[0070] After the formwork is installed, pour the concrete at the joint section of the 1.5-meter-high concrete tower column 1 and the steel shell 7-mixed tower column. During the pouring process, the layered pouring and vibrating method is adopted to control the pouring speed and vibration time to ensure the pouring quality of the concrete. At the same time, the temperature measuring equipment is used to monitor the internal temperature of the concrete to prevent cracks caused by the heat of concrete hydration.

[0071] The above is an exemplary description of the present invention in combination with the accompanying drawings. It is obvious that the specific implementation of the present invention is not limited to the above-mentioned method. As long as such non-substantial improvements are made by adopting the method concept and technical solution of the present invention, or the concept and technical solution of the present invention are directly applied to other occasions without improvement, they are all within the protection scope of the present invention.

Claims

1. A construction method for an ultra-high, high-angle steel shell-concrete composite tower column and a concrete tower column combined section, characterized in that: The construction steps include: Step 1: When the concrete tower column (1) is constructed to the last section, a 1.5-meter-high area is reserved without pouring, and four supporting brackets (5) are embedded on the top surface thereof. At the same time, locking rod sleeves (3) are arranged on the sides around the top of the concrete tower column (1), and vertical supports (2) are embedded according to the position of the horizontal ribs of the steel shell (7); Step 2: An adjustable three-way jack (6) is installed on each supporting bracket (5) to ensure that the sum of the height of the supporting bracket (5) and the height of the jack is 1.5 meters; Step 3: hoist the steel shell (7) above the jack, and then slowly lower it until the steel shell (7) is supported by the jack; Step 4: By adjusting the vertical stroke of the three-way jack (6), the elevation of the steel shell (7) is accurately adjusted, and by adjusting the longitudinal and lateral strokes, the plane position of the steel shell (7) is accurately adjusted; Step 5: After the steel shell (7) is adjusted to the correct position, it is supported and fixed with steel sections, and the vertical supports (2) pre-buried on the top surface of the concrete tower column (1) are extended to the horizontal ribs of the steel shell (7) for stability reinforcement. Then, the three-way jack (6) is removed, the supporting bracket (5) of the cantilevered part is cut off, and the hook of the steel shell (7) is released to complete the system conversion; Step 6: Connect the steel shell (7) and the vertical steel bars (4) of the concrete tower column (1), and tie the steel bars within a 1.5m high range and the steel bars inside the steel shell (7); Step 7: An L-shaped mold groove (13) is set at a distance of 10 cm around the bottom of the steel shell (7). The height of the mold groove (13) is 2 mm greater than the thickness of the template and the depth is 2 cm; Step 8: Install the template in the 1.5m height area so that the template is inserted into the mold slot (13). For the 2mm gap between the template and the mold slot (13), a steel plate is used to fill the gap to ensure that the template fits tightly with the outer wall of the steel shell (7); Step nine: vertically arrange the formwork back ribs (10), and then set transverse back ribs (11) at the top and bottom of the formwork back ribs (10), and the back ribs set at the top and bottom are provided with formwork tie rods (12), and are respectively tied to the internal structure of the steel shell (7) and the vertical steel bars (4) of the concrete tower column (1); Step 10: The bottom of the template back rib (10) is fixed to the outer wall of the concrete tower column (1) by means of a locking bracket (14), and is connected to the locking tie rod sleeve (3) pre-buried in the concrete tower column (1) by means of a bracket tie rod (15), so as to ensure that the template back rib (10) and the concrete tower column (1) are tightly fitted; Step 11: After the template is installed, pour the concrete of the 1.5-meter-high concrete tower column (1) and the steel shell (7)-concrete composite tower column joint section.

2. The construction method of a super-high and high-angle steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1 is characterized in that: In step 1, the supporting corbel (5), the vertical support (2) and the locking rod sleeve (3) are pre-embedded before the concrete of the last concrete section tower column is poured.

3. The construction method of a super-high and high-angle steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1 is characterized in that: In step 1, the positions of the supporting corbels (5) are arranged according to the structure of the steel shell (7) and are evenly distributed at the main bearing positions of the steel shell (7). The total height of the exposed concrete surface and the height of the three-way jack (6) is controlled at 1.5m.

4. The construction method of a super-high and high-angle steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1 is characterized in that: In step 1, the spacing between the locking rod sleeves (3) is controlled at about 1.5 m to ensure that the bottom of the template back rib (10) is effectively locked to prevent misalignment and slurry leakage.

5. The construction method of a super-high and high-angle steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1, characterized in that: In step 1, the stress conditions of the structure of the supporting position of the steel shell (7) need to be calculated, and local reinforcement is performed when necessary.

6. The construction method of a super-high and high-inclination steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1, characterized in that: In step 2, the three-way jacks (6) on the four supporting brackets (5) are aligned in the horizontal and vertical directions, and a synchronous control system is configured to achieve three-dimensional synchronous control adjustment.

7. The construction method of a super-high and high-inclination steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1, characterized in that: In step 2, four three-way jacks (6) are vertically configured with mechanical locking devices, and travel locking is achieved after being adjusted into place.

8. The method for constructing a super-high and high-angle steel shell-concrete composite tower column and a concrete tower column combined section according to claim 1, characterized in that: In step 5, the bearing capacity of the steel support (9) needs to be calculated, and during installation, it is welded and fixed firmly to the bearing position of the steel shell (7) and the supporting bracket (5) embedded in the concrete to ensure construction safety.

9. The method for constructing a super-high and high-angle steel shell-concrete composite tower column and a combined section of a concrete tower column according to claim 1, characterized in that: In step six, the joints of the vertical steel bars (4) are arranged in the 1.5 m area of ​​the concrete tower column (1) to prevent the vertical steel bars (4) of the concrete tower column (1) from penetrating into the interior of the steel shell (7) and affecting the lifting of the steel shell (7).

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