Construction method of temporary consolidation middle tower column of variable cross-section special-shaped cable tower with tension-bracing combination

Abstract

The present invention relates to a construction method for a temporary consolidation tower column of a variable-section special-shaped cable tower with a tension-bracing combination, and the method is as follows: a tower side clamp is provided on the upper part of the first-cast tower section, and a tower side support frame and a first counterweight are provided on the side of the inclined formwork; a second counterweight is provided on the supporting platform of the bottom bracket facing the cast-in-place tower section; a skeleton position-control bolt, skeleton tie bars and a reinforcement top positioning body are comprehensively adopted to control the position of the rigid skeleton and the cable tower reinforcement cage; a formwork adjustment plate and formwork positioning bolt are provided on the side of the inclined formwork, and the position of the inclined formwork is comprehensively controlled by the formwork positioning bolt and a telescopic support rod; a third counterweight and internal support bars of the formwork are provided on the side of the inclined formwork, and a tension combination of the third counterweight and the tensioning rope is adopted; when the first pouring pipe and the second pouring pipe are used in sequence to carry out the concrete pouring construction of the post-cast tower section, the height of the partition plug plate is controlled by a lifting bolt. The present invention improves the positioning accuracy of the post-cast section formwork and enhances the stability of the supporting structure.

Description

Technical Field

[0001] The invention relates to a construction method for a temporary consolidation middle tower column of a variable-section special-shaped cable tower tension-bracing combination, which can improve the positioning accuracy of the template and the bearing performance of the construction structure, and is suitable for the construction of reinforced concrete inclined cable towers. Background Art

[0002] The construction of reinforced concrete inclined cable towers usually includes construction links such as erection of construction scaffolding, installation of rigid frames, support of formwork, and pouring of concrete. How to improve the support accuracy of formwork, increase the positioning accuracy of rigid frames and steel cages, and improve the quality of concrete pouring has always been the focus and difficulty of engineering control.

[0003] Existing construction techniques include a method for the construction of inclined cable tower structures, which includes the following steps: 1) construction preparation; 2) installation of composite supports and combined bents; 3) tower reinforcement binding; 4) installation of tower cable conduits; 5) construction of sliding formwork; 6) installation of grouting conduits; and 7) tower concrete curing. This method not only improves the efficiency of installing the composite supports and bents but also effectively enhances the quality of the sliding formwork. However, this method struggles to effectively enhance the stability of the inclined tower support structure, improve the structural load-bearing capacity, or enhance the positioning accuracy of the formwork and rigid frame.

[0004] In view of this, in order to improve the construction quality of inclined tower columns, it is urgent to invent a temporary consolidation method for the middle tower column of a variable-section special-shaped cable-strut combination that can improve the positioning accuracy of the template of the inclined section of the inclined tower and enhance the stability of the supporting structure. Summary of the Invention

[0005] The purpose of the present invention is to provide a construction method for a temporary consolidation middle tower column of a variable-section special-shaped cable tower tension-bracing combination, which can improve the positioning accuracy of the template and the bearing performance of the construction structure.

[0006] In order to achieve the above technical objectives, the present invention adopts the following technical solutions:

[0007] A construction method for a temporary consolidation middle tower column of a variable-section special-shaped cable tower with a tension-bracing combination includes the following specific steps:

[0008] 1) Construction preparation: carry out the construction of the lower box girder (1) and the first cast tower section (2) in sequence; survey and map to determine the spatial position of the second cast tower section (3), the rigid skeleton (4) and the cable tower reinforcement cage (5);

[0009] 2) First counterweight arrangement: a tower side clamp (6) is arranged on the upper part of the first cast tower section (2), and a tower side support frame (8) is arranged on the inclined formwork side of the tower side clamp (6); a first counterweight (9) is hung on the tower side support frame (8) so that no tensile stress occurs at the connection portion between the inclined formwork side of the first cast tower section (2) and the lower box beam (1);

[0010] 3) Setting up the lower support platform: a support frame bottom plate (12) is provided on the upper surface of the lower box beam (1) on the side of the tilted formwork (16); a vertical support column (13) is provided on the upper surface of the support frame bottom plate (12); and a support platform plate (15) is provided on the top of the vertical support column (13);

[0011] 4) Arrangement of the rigid skeleton and the cable tower reinforcement cage: a skeleton position-controlling bolt (18) and a rigid skeleton (4) are arranged on the top surface of the first cast tower section (2), and the lateral position and tilt angle of the rigid skeleton (4) are controlled by the skeleton position-controlling bolt (18); the cable tower reinforcement cage (5) is tied, and a reinforcement top positioning body (19) is arranged between the rigid skeleton (4) and the longitudinal reinforcement of the cable tower reinforcement cage (5); the spacing between the rigid skeleton (4) and the cable tower reinforcement cage (5) is controlled by the spacing adjustment bolt (20) on the reinforcement top positioning body (19);

[0012] 5) Support of the post-casting section formwork: the post-casting section formwork (26) includes a tilting formwork (7), an upward tilting formwork (16) and a connecting side formwork (27); a second control angle reinforcement (53) is provided on the first-casting tower section (2); the second control angle reinforcement (53) is provided on both sides of the first-casting tower section (2); the bottom end of the rear tilting formwork (16) is inserted into the gap between the second control angle reinforcement (53) on one side and the first-casting tower section (2); the bottom end of the tilting formwork (7) is inserted into the gap between the second control angle reinforcement (53) on the other side and the first-casting tower section (2); two connecting side forms (27) are mirror-symmetrically provided between the tilting formwork (7) and the upward tilting formwork (16); a second support column (28) and a first support column (29) are provided on the supporting platform plate (15) and the support frame cross plate (10), respectively, and the second support column (28) and the first support column (29) face the post-casting section. An external support frame beam (30) is provided on the side of the template (26), and a telescopic support rod (31) is provided between the external support frame beam (30) and the inclined template (7) and the inclined template (16), and a fixed-length support rod (32) is provided between the external support frame beam (30) and the connecting side template (27); a template adjustment plate (33) is provided on the support platform plate (15), and the lower end of the template adjustment plate (33) is connected to the support platform plate (15) through a support plate rotating shaft (34); a support bottom rib (35) is provided on the support platform plate (15), and the support bottom rib (35) applies a top pressure to the template adjustment plate (33) so that the inclination angle of the template adjustment plate (33) is the same as the inclination angle of the inclined template (16); a template calibration bolt (36) is provided on the template adjustment plate (33), and the position of the inclined template (16) is controlled by the template calibration bolt (36) and the telescopic support rod (31);

[0013] A bolt base plate (37) is fixed on the upper surface of the lower box beam (1), and the bolt base plate (37) is located on the side of the lower box beam (1) close to the inclined formwork (7); a cable connecting plate (40) is provided on the bolt base plate (37), and the cable connecting plate (40) is connected to the bolt base plate (37) through a force-adjusting bolt (42); a template inner support bar (38) is provided on the inner side of the inclined formwork (7), and a skeleton reinforcement bar (39) is provided between the template inner support bar (38) and the rigid frame (4); first, the template inner support bar (38) and the cable connecting plate (40) are connected to each other. 0), and then a tensioning force is applied to the tensioning rope (41) through a force-adjusting bolt (42) according to the position requirements of the tilting formwork (7) and the rigid frame (4); a second counterweight (43) is hung on the supporting platform plate (15) near the side of the first cast tower section (2), and the weight of the second counterweight (43) is determined according to the anti-overturning stability requirements of the supporting platform plate (15); a plate side hanger (44) is set on the side of the tilting formwork (7) away from the rigid frame (4), and a third counterweight (45) is hung on the plate side hanger (44);

[0014] 6) Post-casting tower section concrete pouring: a pouring platform plate (46) is supported on the top of the second support column (28) and the first support column (29); a slot for inserting the partition insert plate (48) is reserved on the pouring platform plate (46), and the partition insert plate (48) passes through the slot and is inserted into the pouring area; a connecting top plate (49) is provided at the top of the partition insert plate (48), and a lifting bolt (50) is provided between the connecting top plate (49) and the pouring platform plate (46); the lower surface of the pouring platform plate (46) is connected to the positioning support plate (23) on the rib top positioning body (19); a positioning bolt (24) is threadedly connected to the positioning support plate (23), and one end of the positioning bolt (24) is against the frame limit groove (21), and the positioning bolt ( 24) Push the frame limit groove (21) to correct the position of the rigid frame (4) and the cable tower reinforcement cage (5); set a first pouring pipe (51) and a second pouring pipe (52) on the pouring platform plate (46), and the first pouring pipe (51) and the second pouring pipe (52) are respectively located on both sides of the partition insert plate (48); pour concrete on one side of the back-casting section template (26) through the first pouring pipe (51) on the pouring platform plate (46), and when the concrete is poured to the top elevation of the layered back-casting tower section (3), pour concrete on the other side of the back-casting section template (26) through the second pouring pipe (52), and control the height of the partition insert plate (48) through the lifting bolt (50) during the pouring process.

[0015] As a preferred embodiment: in step 2), the tower side hoop (6) is made of rolled steel plate, sleeved on the outer side wall of the first cast tower section (2), and welded to the tower side support frame (8); the tower side support frame (8) is made of rolled steel plate, comprises a support frame transverse plate (10) and a support frame diagonal brace (11), and the support frame transverse plate (10) is welded to the tower side hoop (6) and the support frame diagonal brace (11), so that one end of the support frame diagonal brace (11) is welded to the lower surface of the support frame transverse plate (10), and the other end is connected to the first cast tower section (2); the first counterweight (9) is rolled into a load-bearing box using steel plate, and the load-bearing box is filled with precast concrete blocks, sand or steel.

[0016] Preferably, in step 3), the vertical support column (13) and the oblique support column (14) are made of rolled steel pipes or steel sections, and are welded to the support frame bottom plate (12), and the vertical support column (13) and the oblique support column (14) are connected via support column connecting ribs (55).

[0017] As a preferred embodiment: in step 4), the reinforcement top positioning body (19) includes a skeleton limiting groove (21), a longitudinal reinforcement limiting groove (22), a positioning support plate (23), and a spacing adjustment bolt (20), the spacing adjustment bolt (20) is arranged between the skeleton limiting groove (21) and the longitudinal reinforcement limiting groove (22), the rigid skeleton (4) is stuck in the skeleton limiting groove (21), and the longitudinal reinforcement on the cable tower reinforcement cage (5) is stuck in the longitudinal reinforcement limiting groove (22); a positioning bolt (24) and a guide slide (25) are provided on the positioning support plate (23), one end of the positioning bolt (24) is against the skeleton limiting groove (21), and the skeleton limiting groove (21) can move along the guide slide (25) on the positioning support plate (23) under the action of the positioning bolt (24).

[0018] As a preferred embodiment: in step 4), the skeleton position-controlling bolt (18) includes a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite, and a bolt-top ball joint (54) is provided at the junction of the skeleton position-controlling bolt (18) and the rigid skeleton (4).

[0019] Preferably, in step 5), the post-casting section formwork (26) is made of steel formwork, the inclined formwork (16) and the inclined formwork (7) are arranged at an angle of 5 to 30 degrees with the vertical plane, and are respectively arranged on both sides of the connecting side formwork (27); the first support column (29) and the second support column (28) are both made of rolled steel, steel pipe or steel plate, and are vertically welded to the outer support frame beam (30); the telescopic support rod (31) includes a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite.

[0020] As a preferred embodiment: in step 5), the template adjustment plate (33) is made of rolled steel plate, and a screw hole connected to the template calibration bolt (36) is provided on the template adjustment plate (33); the tensioning rope (41) is made of steel wire rope or steel strand, and its two ends are firmly connected to the template inner support bar (38) and the cable connecting plate (40) respectively; the force adjustment bolt (42) is made of rolled screw, one end of which is welded to the bolt base plate (37), and the other end is fastened by a nut after passing through a hole reserved on the cable connecting plate (40); the second counterweight (43) and the third counterweight (45) are both made of rolled steel plate into a load-bearing box, and the load-bearing box is filled with sand or water.

[0021] Preferably, in step 6), the lifting bolt (50) comprises a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite, and the two ends are respectively connected to the connecting top plate (49) and the casting platform plate (46).

[0022] Preferably, in step 6), the partition insert (48) is formed by rolling a steel plate, and the top end is welded to the connecting top plate (49); the first pouring pipe (51) and the second pouring pipe (52) are both formed by rolling a steel pipe, and are respectively arranged on the downward inclined formwork (7) side and the upward inclined formwork (16) side of the partition insert (48).

[0023] The present invention has the following characteristics and beneficial effects:

[0024] (1) A tower side hoop is set on the upper part of the first cast tower section, and a tower side support frame and the first counterweight are set on the side of the inclined formwork. This can reduce the overturning bending moment of the inclined cable tower and avoid tensile stress at the junction of the first cast tower section and the lower box girder.

[0025] (2) A second counterweight is set on the supporting platform of the bottom bracket facing the cast-in-place tower section to adjust the center of the bottom bracket and prevent the bottom bracket from tipping over.

[0026] (3) The positions of the rigid frame and the cable tower reinforcement cage are controlled by the comprehensive use of the frame control bolts, frame reinforcement and reinforcement top positioning bodies, thus achieving the precise positioning of the rigid frame and the cable tower reinforcement cage.

[0027] (4) A template adjustment plate and template alignment bolts are set on the side of the inclined template. The template alignment bolts and telescopic support rods are used in combination to control the position of the inclined template, thereby improving the supporting effect of the inclined template.

[0028] (5) A third counterweight and internal support bars are set on the side of the inclined formwork. The tension combination of the third counterweight and the tensioning rope greatly improves the overturning stability of the inclined formwork.

[0029] (6) During the concrete pouring construction of the post-cast tower section, concrete is poured through the first pouring pipe first. When the concrete is poured to the top elevation of the layered post-cast tower section, the second pouring pipe is used to pour concrete on the other side. At the same time, the height of the partition plug is controlled by the lifting bolt. This can not only reduce the overturning bending moment during the pouring construction, but also reduce the difficulty of concrete pouring quality control. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 This is the construction flow chart of the temporary consolidation middle tower column of the variable-section special-shaped cable tower tension-bracing combination;

[0031] Figure 2 yes Figure 1 Temporary consolidation mid-tower construction structure of variable-section special-shaped cable tower with tension-bracing combination;

[0032] Figure 3 yes Figure 2 Cross-sectional view of the formwork support structure of the post-casting section;

[0033] Figure 4 yes Figure 2 Schematic diagram of the rib top positioning body structure.

[0034] In the figure: 1-lower box girder; 2-first cast tower section; 3-later cast tower section; 4-rigid skeleton; 5-cable tower reinforcement cage; 6-tower side hoop; 7-tilt formwork; 8-tower side support frame; 9-first counterweight; 10-support frame cross plate; 11-support frame diagonal brace; 12-support frame bottom plate; 13-vertical support column; 14-diagonal support column; 15-support platform plate; 16-tilt formwork; 17-first control angle reinforcement; 18-skeleton control bolt; 19-rebar top positioning body; 20-spacing adjustment bolt; 21-skeleton limit groove; 22-longitudinal reinforcement limit groove; 23-positioning support plate; 24-positioning bolt; 25-guide chute; 26-later cast section formwork; 27-connecting side formwork; 28-second support Column; 29-first support column; 30-external support frame beam; 31-telescopic support rod; 32-fixed length support rod; 33-formwork adjustment plate; 34-support plate rotation axis; 35-support bottom reinforcement; 36-formwork positioning bolt; 37-bolt bottom plate; 38-formwork internal support reinforcement; 39-skeleton tension reinforcement; 40-cable connecting plate; 41-tensioning rope; 42-adjusting bolt; 43-second counterweight; 44-plate side bracket; 45-third counterweight; 46-casting platform plate; 47-safety fence; 48-partition plug plate; 49-connecting top plate; 50-lifting bolt; 51-first pouring pipe; 52-second pouring pipe; 53-second positioning angle reinforcement; 54-bolt top ball hinge; 55-support column connecting reinforcement. Specific embodiments

[0036] The technical requirements for the construction of the lower box girder, the technical requirements for the construction of the cable tower reinforcement cage, the technical requirements for the construction of the concrete pouring, etc. will not be repeated in this embodiment, and the focus will be on the implementation method of the method involved in the present invention.

[0037] Figure 1 This is the construction flow chart of the temporary consolidation tower column of the variable cross-section special-shaped cable tower tension-bracing combination, refer to Figure 1 As shown in the figure, the construction method of temporary consolidation of the middle tower column with a variable-section special-shaped cable tower and a brace combination includes the following construction steps:

[0038] 1) Construction preparation: Carry out construction of the lower box girder 1 and the pre-cast tower section 2 in sequence; survey and map the spatial positions of the post-cast tower section 3, the rigid skeleton 4, and the cable tower reinforcement cage 5;

[0039] 2) Arrangement of the first counterweight 9: A tower side clamp 6 is installed on the upper portion of the first-cast tower section 2. A tower side support frame 8 is installed on the inclined formwork 7 side of the tower side clamp 6. A support diagonal brace 11 is installed between the tower side support frame 8 and the first-cast tower section 2 for reinforcement. The first counterweight 9 is suspended on the tower side support frame 8 to prevent tensile stress from occurring at the junction of the inclined formwork side of the first-cast tower section 2 and the lower box girder 1.

[0040] 3) Lower support platform installation: Install a support base plate 12 on the upper surface of the lower box girder 1 on the side of the tilted formwork 16, and install vertical support columns 13 on the upper surface of the support base plate 12; install diagonal support columns 14 between the vertical support columns 13 and the support base plate 12, and install a support platform plate 15 on the top of the vertical support columns 13; firmly connect the support base plate 12 to the lower box girder 1 using positioning angle bars 17;

[0041] 4) Arrangement of the rigid skeleton and cable tower reinforcement cage: A skeleton positioning bolt 18 and a rigid skeleton 4 are set on the top surface of the first cast tower section 2. The skeleton positioning bolt 18 can be telescopically adjusted. One end of the skeleton positioning bolt 18 is hinged to the rigid skeleton 4, and the other end is connected to the top surface of the first cast tower section 2; the lateral position and inclination angle of the rigid skeleton 4 are controlled by the skeleton positioning bolt 18; the cable tower reinforcement cage 5 is tied, and a reinforcement top positioning body 19 is set between the rigid skeleton 5 and the longitudinal reinforcement of the cable tower reinforcement cage 5; the reinforcement top positioning body 19 includes a skeleton limiting groove 21, a longitudinal reinforcement limiting groove 22 and a positioning support plate 23, and a spacing adjustment bolt 20 is set between the skeleton limiting groove 21 and the longitudinal reinforcement limiting groove 22. The rigid skeleton 4 is stuck in the skeleton limiting groove 21, and the longitudinal reinforcement on the cable tower reinforcement cage 5 is stuck in the longitudinal reinforcement limiting groove 22. The spacing adjustment bolt 20 on the reinforcement top positioning body 19 is used to control the spacing between the rigid skeleton 4 and the cable tower reinforcement cage 5;

[0042] 5) Support of the post-casting section formwork: The post-casting section formwork 26 includes a pitching formwork 7, an upward pitching formwork 16 and a connecting side formwork 27. A second control angle rib 53 is provided on the first-casting tower section 2. The second control angle rib is provided on both sides of the first-casting tower section 2. The bottom end of the post-casting section formwork 26 is inserted into the gap between the second control angle rib 53 on one side and the first-casting tower section 2. The bottom end of the pitching formwork 7 is inserted into the gap between the second control angle rib 53 on the other side and the first-casting tower section 2. The two connecting side formworks 27 are mirror-symmetrically provided between the pitching formwork 7 and the upward pitching formwork 16. The pitching formwork 7, the upward pitching formwork 16 and the connecting side formwork 27 together form a casting space above the first-casting tower section 2. A second support column 28 and a first support column 29 are respectively provided on the supporting platform plate 15 and the support cross plate 10. The second support column 28 and the first support column 29 are respectively located on both sides of the first-casting tower section 2, and the second support column 28 and the first support column 29 face backwards. The slab 33 is provided with a support frame beam 30 on the side of the pouring section formwork 26, and a telescopic support rod 31 is provided between the external support frame beam 30 and the inclined formwork 7 and the inclined formwork 16, and a fixed-length support rod 32 is provided between the external support frame beam 30 and the connecting side formwork 27; a formwork adjustment plate 33 is provided on the support platform plate 15, and the lower end of the formwork adjustment plate 33 is connected to the support platform plate 15 by a support plate rotating shaft 34; a supporting bottom rib 35 is provided on the support platform plate 15, and the supporting bottom rib 35 abuts against one side of the formwork adjustment plate 33, and the supporting bottom rib 35 applies a top pressure on the formwork adjustment plate 33 so that the inclination angle of the formwork adjustment plate 33 is the same as the inclination angle of the inclined formwork 16; a formwork calibration bolt 36 is provided on the formwork adjustment plate 33, and the formwork calibration bolt 36 is threadedly connected to the formwork adjustment plate 33, and one end of the formwork calibration bolt 36 presses against the inclined formwork 16, and the position of the inclined formwork 16 is controlled by the formwork calibration bolt 36 and the telescopic support rod 31;

[0043] The bolt base plate 37 is fixed on the upper surface of the lower box beam 1. The bolt base plate 37 is located on the side of the lower box beam 1 close to the pitching formwork 7. A cable connecting plate 40 is set on the bolt base plate 37. The cable connecting plate 40 is connected to the bolt base plate 37 through a force-adjusting bolt 42. One end of the force-adjusting bolt 42 is welded to the bolt base plate 37, and the other end passes through the hole reserved on the cable connecting plate 40 and is fastened by a nut. A formwork inner support rib 38 is set on the inner side of the pitching formwork 7, and a bone support rib 38 is set between the formwork inner support rib 38 and the rigid frame 4. Attach the tie bars 39; first, set a tensioning rope 41 between the inner support bars 38 and the cable connecting plate 40 of the formwork, and then apply tension to the tensioning rope 41 through the force-adjusting bolts 42 according to the position requirements of the pitching formwork 7 and the rigid frame 4; hang a second counterweight 43 on the support platform plate 15 near the first cast tower section 2, and determine the weight of the second counterweight 43 according to the anti-overturning stability requirements of the support platform plate 15; set a plate side hanger 44 on the side of the pitching formwork 7 away from the rigid frame 4, and hang a third counterweight 45 on the plate side hanger 44;

[0044] 6) Post-cast tower section concrete pouring: A pouring platform plate 46 is supported on the top of the second support column 28 and the first support column 29, and a safety fence 47 is set along the circumferential direction on the upper surface of the pouring platform plate 46; a slot is reserved on the pouring platform plate 46 for inserting the partition insert 48, and the partition insert 48 passes through the slot and is inserted into the pouring area; a connecting top plate 49 is provided on the top of the partition insert 48, and a lifting bolt 50 is set between the connecting top plate 49 and the pouring platform plate 46, and the height of the connecting top plate 49 is adjusted by the lifting bolt 50; the lower surface of the pouring platform plate 46 is welded to the positioning support plate 23 on the rib top positioning body 19; the positioning support plate 23 is threaded with a positioning bolt 24, and the positioning One end of the bolt 24 is against the skeleton limiting groove 21, and the skeleton limiting groove 21 is pushed by the positioning bolt 24 to correct the position of the rigid skeleton 4 and the cable tower reinforcement cage 5; a first pouring pipe 51 and a second pouring pipe 52 are set on the pouring platform plate 46, and the first pouring pipe 51 and the second pouring pipe 52 are respectively located on both sides of the partition plug 48; concrete is poured to one side of the post-casting section formwork 2 through the first pouring pipe 51 on the pouring platform plate 46. When the concrete is poured to the top elevation of the layered post-casting tower section 3, concrete is poured to the other side of the post-casting section formwork 26 through the second pouring pipe 52. During the pouring process, the height of the partition plug 48 is controlled by the lifting bolt 50.

[0045] Figure 2 It is a schematic diagram of the construction structure of the present invention, Figure 3 yes Figure 2 Cross-section diagram of the formwork support structure in the middle and post-casting section. Figure 4 yes Figure 2 Schematic diagram of the structure of the center rib top positioning body. Figures 2 to 4 As shown, a construction method for a temporary consolidation middle tower column of a variable-section special-shaped cable tower with tension-support combination is provided, in which a tower side clamp 6 is provided on the upper part of the first cast tower section 2, and a tower side support frame 8 and a first counterweight 9 are provided on the side of the inclined formwork 7; a second counterweight 43 is provided on the support platform plate 15 of the bottom bracket facing the cast-in-place tower section; a skeleton position-control bolt 18, a skeleton tie bar 39 and a bar top positioning body 19 are comprehensively adopted to control the position of the rigid skeleton 4 and the cable tower reinforcement cage 5; a formwork adjustment plate 33 and a formwork positioning bolt 36 are provided on the side of the inclined formwork 16, and the formwork positioning bolt 36 and a telescopic support rod 31 are comprehensively adopted to control the position of the inclined formwork 16; a third counterweight 45 and a formwork inner support bar 38 are provided on the side of the inclined formwork 7, and a tension combination of the third counterweight 45 and the tensioning rope 41 is adopted; when the concrete pouring construction of the post-cast tower section 3 is carried out, the first pouring pipe 51 and the second pouring pipe 52 are sequentially adopted, and the height of the partition plug 48 is controlled by the lifting bolt 50.

[0046] The lower box girder 1, the first-cast tower section 2 and the later-cast tower section 3 are all made of reinforced concrete with a concrete strength grade of C50.

[0047] The rigid frame 4 is made of rolled steel plates and includes four corner frames, with connecting ribs arranged between the corner frames.

[0048] The cable tower reinforcement cage 5 is formed by binding together longitudinal reinforcements with a diameter of 32 mm and transverse reinforcements with a diameter of 25 mm.

[0049] The tower side hoop 6 is made of rolled steel plate with a thickness of 10 mm and a width of 50 cm, and is connected to the first cast tower section 2 by bolts.

[0050] The post-casting section formwork 26 includes a downward-inclined formwork 7, an upward-inclined formwork 16 and a connecting side formwork 27, all of which are made of 4mm thick steel formwork, and the two connecting side formworks 27 are mirror-symmetrically arranged between the downward-inclined formwork 7 and the upward-inclined formwork 16; the post-casting section formwork 26 is all made of steel formwork, and the angle between the upward-inclined formwork 16 and the downward-inclined formwork 7 and the vertical plane is 5~30°, and they are respectively arranged on both sides of the connecting side formwork 27.

[0051] A tower side support frame 8 is provided on the side of the inclined formwork 7 of the tower side clamp 6. The tower side support frame 8 is rolled from a 30 mm thick steel plate and includes a support cross plate 10 and a support diagonal brace 11. The support cross plate 10 is welded to the tower side clamp 6 and the support diagonal brace 11. One end of the support diagonal brace 11 is welded to the lower surface of the support cross plate 10, and the other end is connected to the first cast tower section 2 via bolts.

[0052] The first counterweight 9 is hung on the tower side support 8. The first counterweight 9 is made of 10mm thick steel plate rolled into a load-bearing box with a volume of 10m 3 , fill the load-bearing box with precast concrete blocks.

[0053] A support base plate 12 is provided on the upper surface of the lower box beam 1 on the side of the tilting template 16. The support base plate 12 is a steel plate with a thickness of 10 mm and a plane size of ; The support base plate 12 is firmly connected to the lower box girder 1 by the control angle reinforcement 17. The control angle reinforcement 17 is made of 10mm thick steel plate and has an L-shaped cross section. It is connected to the support platform plate by bolts;

[0054] Vertical braces 13 are installed on the upper surface of the support base 12. Diagonal braces 14 are installed between the vertical braces 13 and the support base 12. Both the vertical braces 13 and the diagonal braces 14 are constructed of H-shaped steel with dimensions of 300×300×10×15. They are connected by brace connecting ribs 55, which are steel shafts with a diameter of 60 mm.

[0055] A supporting platform plate 15 is provided at the top of the vertical support column 13 ; the supporting platform plate 15 is made of rolled steel plate with a thickness of 10 mm.

[0056] A frame-controlled position bolt 18 is installed on the top surface of the precast tower section 2. This bolt 18 consists of a 30mm diameter screw and nut. The screw is connected to the nut on either side, and the tightening directions of the screws on both sides of the bolt are opposite. A bolt-top ball hinge 54, with a 30mm diameter ball hinge, is installed at the junction of the frame-controlled position bolt 18 and the rigid frame 4. Rotating the central nut allows the frame-controlled position bolt 18 to be extended or retracted.

[0057] A reinforcement top positioning body 19 is arranged between the rigid skeleton 4 and the longitudinal reinforcement of the cable tower reinforcement cage 5. The reinforcement top positioning body 19 includes a skeleton limiting groove 21, a longitudinal reinforcement limiting groove 22 and a positioning support plate 23, wherein the skeleton limiting groove 21 and the longitudinal reinforcement limiting groove 22 are both "U"-shaped structures, and the skeleton limiting groove 21, the longitudinal reinforcement limiting groove 22 and the positioning support plate 23 are all rolled from a steel plate with a thickness of 10 mm. The rigid skeleton 4 is stuck in the skeleton limiting groove 21, and the longitudinal reinforcement on the cable tower reinforcement cage 5 is stuck in the longitudinal reinforcement limiting groove 22. A spacing adjustment bolt 20 is arranged between the skeleton limiting groove 21 and the longitudinal reinforcement limiting groove 22. The spacing adjustment bolt 20 adopts a screw and a nut with a diameter of 20 mm. The screw is connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite. The spacing between the skeleton limiting groove 21 and the longitudinal reinforcement limiting groove 22 is adjusted by rotating the nut in the middle of the spacing adjustment bolt. A positioning bolt 24 and a guide slot 25 are provided on the positioning support plate 23. One end of the positioning bolt 24 presses against the frame limit slot 21. Rotating the positioning bolt 24 pushes the frame limit slot 21, and the guide slot 25 guides the movement of the frame limit slot 21. The positioning bolt 24 is rolled from a 20mm diameter screw; the guide slot 25 is rolled from 10mm thick steel plate.

[0058] A positioning angle rib 53 is provided on the first-cast tower section 2, and the bottom end of the second-cast section template 26 is inserted into the gap between the positioning angle rib 53 and the first-cast tower section 2; the positioning angle rib 53 is rolled from a 10mm thick steel plate, and the gap between the first-cast tower section 2 and the first-cast tower section 2 is 4mm wide.

[0059] A second support column 28 and a first support column 29 are respectively provided on the support platform plate 15 and the support frame transverse plate 10. The second support column 28 and the first support column 29 are both made of H-shaped steel with a specification of 250×250×9×14.

[0060] An external support frame beam 30 is provided on the side of the second support column 28 and the first support column 29 facing the post-casting section formwork 26. The external support frame beam 30 is made of H-shaped steel with a specification of 150×150×7×10.

[0061] A telescopic support rod 31 is installed between the outer support frame beam 30 and the tilting formwork 7 and the tilting formwork 16. The telescopic support rod 31 uses a 30mm diameter screw and nut. The screw is connected to the nut on both sides, and the tightening direction of the screw on both sides of the nut is opposite. The telescopic adjustment is achieved by rotating the nut on the telescopic support rod 31.

[0062] A fixed-length support rod 32 is provided between the outer support frame beam 30 and the connecting side form 27 . The fixed-length support rod 32 is made of angle steel with a thickness of 5 mm.

[0063] A template adjustment plate 33 is set on the support platform plate 15, and the template adjustment plate 33 is rolled from a steel plate with a thickness of 10 mm; the support platform plate 15 and the template adjustment plate 33 are connected through a support plate shaft 34, and the support plate shaft 34 is a loose-leaf shaft with a diameter of 5 mm.

[0064] The supporting bottom rib 35 is made of rolled steel plate with a thickness of 30 mm and has an L-shaped cross section. It is connected to the supporting platform plate 15 by bolts.

[0065] The template alignment bolt 36 is made of a rolled screw with a diameter of 30 mm.

[0066] A bolt base plate 37 is fixed on the upper surface of the lower box beam 1 ; the bolt base plate 37 is made of rolled steel plate with a thickness of 10 mm.

[0067] Internal template support ribs 38 are arranged on the inner side of the inclined template 7. The internal template support ribs 38 are rolled from 2 mm thick steel plates and embedded in the reserved grooves of the inclined template 7. Skeleton tension bars 39 are arranged between the internal template support ribs 38 and the rigid skeleton 4. The skeleton tension bars 39 are rolled from 20 mm thick steel plates.

[0068] Tensioning cables 41 are installed between the internal formwork reinforcement 38 and the cable connecting plate 40. The cable connecting plate 40 is rolled from 10mm thick steel plate, and the tensioning cables 41 are 30mm diameter steel wire ropes. Adjusting bolts 42, made of 30mm diameter rolled rods, apply tension to the tensioning cables 41 based on the required position of the pitching formwork 7 and the rigid frame 4. These adjusting bolts 42 are rolled from 30mm diameter screws.

[0069] A second counterweight 43 is hung on the side of the supporting platform plate 15 close to the first cast tower section 2, and the weight of the second counterweight 43 is determined according to the anti-overturning stability requirements of the supporting platform plate 15; the second counterweight 43 and the third counterweight 45 are both made of 2mm thick steel plates rolled into load-bearing boxes with a volume of 2m 3 , fill the support box with sand.

[0070] A casting platform 46 is supported on the top of the second support column 28 and the first support column 29. The casting platform 46 is made of a 3mm thick steel plate. A safety fence 47 is set along the circumferential direction on the upper surface of the casting platform 46. The safety fence 47 is made of a steel pipe fence.

[0071] The casting platform 46 has slots reserved for the partitioning inserts 48, which are rolled from 2mm thick steel. A lifting bolt 50 is installed between the connecting top plate 49 at the top of the partitioning insert 48 and the casting platform 46. The connecting top plate 49 is rolled from 10mm thick steel. The lifting bolt 50 consists of a 30mm diameter screw and a nut. The screw is connected to the nut on both sides, and the tightening directions of the screws on both sides of the nut are opposite. The extension and contraction of the screws are achieved by rotating the nut on the lifting bolt 50.

[0072] The first pouring pipe 51 and the second pouring pipe 52 are both made of steel pipes with a diameter of 30 cm and are welded to the pouring platform plate 6 .

Claims

1. A construction method for a temporary consolidation tower column of a variable-section special-shaped cable tower with a tension-bracing combination, characterized by: The specific steps include: 1) Construction preparation: carry out the construction of the lower box girder (1) and the first cast tower section (2) in sequence; survey and map to determine the spatial position of the second cast tower section (3), the rigid skeleton (4) and the cable tower reinforcement cage (5); 2) First counterweight arrangement: a tower side clamp (6) is arranged on the upper part of the first cast tower section (2), and a tower side support frame (8) is arranged on the inclined formwork side of the tower side clamp (6); a first counterweight (9) is hung on the tower side support frame (8) so that no tensile stress occurs at the connection portion between the inclined formwork side of the first cast tower section (2) and the lower box beam (1); 3) Setting up the lower support platform: a support frame bottom plate (12) is provided on the upper surface of the lower box beam (1) on the side of the tilted formwork (16); a vertical support column (13) is provided on the upper surface of the support frame bottom plate (12); and a support platform plate (15) is provided on the top of the vertical support column (13); 4) Arrangement of the rigid skeleton and the cable tower reinforcement cage: a skeleton position-controlling bolt (18) and a rigid skeleton (4) are arranged on the top surface of the first cast tower section (2), and the lateral position and tilt angle of the rigid skeleton (4) are controlled by the skeleton position-controlling bolt (18); the cable tower reinforcement cage (5) is tied, and a reinforcement top positioning body (19) is arranged between the rigid skeleton (4) and the longitudinal reinforcement of the cable tower reinforcement cage (5); the spacing between the rigid skeleton (4) and the cable tower reinforcement cage (5) is controlled by the spacing adjustment bolt (20) on the reinforcement top positioning body (19); 5) Support of the post-casting section formwork: the post-casting section formwork (26) includes a tilting formwork (7), an upward tilting formwork (16) and a connecting side formwork (27); a second control angle reinforcement (53) is provided on the first-casting tower section (2); the second control angle reinforcement (53) is provided on both sides of the first-casting tower section (2); the bottom end of the rear tilting formwork (16) is inserted into the gap between the second control angle reinforcement (53) on one side and the first-casting tower section (2); the bottom end of the tilting formwork (7) is inserted into the gap between the second control angle reinforcement (53) on the other side and the first-casting tower section (2); two connecting side forms (27) are mirror-symmetrically provided between the tilting formwork (7) and the upward tilting formwork (16); a second support column (28) and a first support column (29) are provided on the supporting platform plate (15) and the support frame cross plate (10), respectively, and the second support column (28) and the first support column (29) face the post-casting section. An external support frame beam (30) is provided on the side of the template (26), and a telescopic support rod (31) is provided between the external support frame beam (30) and the inclined template (7) and the inclined template (16), and a fixed-length support rod (32) is provided between the external support frame beam (30) and the connecting side template (27); a template adjustment plate (33) is provided on the support platform plate (15), and the lower end of the template adjustment plate (33) is connected to the support platform plate (15) through a support plate rotating shaft (34); a support bottom rib (35) is provided on the support platform plate (15), and the support bottom rib (35) applies a top pressure to the template adjustment plate (33) so that the inclination angle of the template adjustment plate (33) is the same as the inclination angle of the inclined template (16); a template calibration bolt (36) is provided on the template adjustment plate (33), and the position of the inclined template (16) is controlled by the template calibration bolt (36) and the telescopic support rod (31); A bolt base plate (37) is fixed on the upper surface of the lower box beam (1), and the bolt base plate (37) is located on the side of the lower box beam (1) close to the inclined formwork (7); a cable connecting plate (40) is provided on the bolt base plate (37), and the cable connecting plate (40) is connected to the bolt base plate (37) through a force-adjusting bolt (42); a template inner support bar (38) is provided on the inner side of the inclined formwork (7), and a skeleton reinforcement bar (39) is provided between the template inner support bar (38) and the rigid frame (4); first, the template inner support bar (38) and the cable connecting plate (40) are connected to each other. 0), and then a tensioning force is applied to the tensioning rope (41) through a force-adjusting bolt (42) according to the position requirements of the tilting formwork (7) and the rigid frame (4); a second counterweight (43) is hung on the supporting platform plate (15) near the side of the first cast tower section (2), and the weight of the second counterweight (43) is determined according to the anti-overturning stability requirements of the supporting platform plate (15); a plate side hanger (44) is set on the side of the tilting formwork (7) away from the rigid frame (4), and a third counterweight (45) is hung on the plate side hanger (44); 6) Post-casting tower section concrete pouring: a pouring platform plate (46) is supported on the top of the second support column (28) and the first support column (29); a slot for inserting the partition insert plate (48) is reserved on the pouring platform plate (46), and the partition insert plate (48) passes through the slot and is inserted into the pouring area; a connecting top plate (49) is provided at the top of the partition insert plate (48), and a lifting bolt (50) is provided between the connecting top plate (49) and the pouring platform plate (46); the lower surface of the pouring platform plate (46) is connected to the positioning support plate (23) on the rib top positioning body (19); a positioning bolt (24) is threadedly connected to the positioning support plate (23), and one end of the positioning bolt (24) is against the frame limit groove (21), and the positioning bolt ( 24) Push the frame limit groove (21) to correct the position of the rigid frame (4) and the cable tower reinforcement cage (5); set a first pouring pipe (51) and a second pouring pipe (52) on the pouring platform plate (46), and the first pouring pipe (51) and the second pouring pipe (52) are respectively located on both sides of the partition insert plate (48); pour concrete on one side of the back-casting section template (26) through the first pouring pipe (51) on the pouring platform plate (46), and when the concrete is poured to the top elevation of the layered back-casting tower section (3), pour concrete on the other side of the back-casting section template (26) through the second pouring pipe (52), and control the height of the partition insert plate (48) through the lifting bolt (50) during the pouring process.

2. The construction method of the temporary consolidation middle tower column of the variable-section special-shaped cable tower tension-bracing combination according to claim 1 is characterized by: In step 2), the tower side hoop (6) is made of rolled steel plate, sleeved on the outer side wall of the first cast tower section (2), and welded to the tower side support frame (8); the tower side support frame (8) is made of rolled steel plate, comprises a support frame transverse plate (10) and a support frame diagonal brace (11), and the support frame transverse plate (10) is welded to the tower side hoop (6) and the support frame diagonal brace (11), so that one end of the support frame diagonal brace (11) is welded to the lower surface of the support frame transverse plate (10), and the other end is connected to the first cast tower section (2); the first counterweight (9) is rolled into a load-bearing box using steel plate, and the load-bearing box is filled with precast concrete blocks, sand or steel.

3. The construction method of the temporary consolidation middle tower column of the variable-section special-shaped cable tower tension-bracing combination according to claim 1 is characterized by: In step 3), the vertical support column (13) and the oblique support column (14) are made of rolled steel pipes or steel sections, and are welded to the support frame bottom plate (12). The vertical support column (13) and the oblique support column (14) are connected via support column connecting ribs (55).

4. The construction method of a temporary consolidation middle tower column of a variable-section special-shaped cable tower with a tension-bracing combination according to claim 1 is characterized in that: In step 4), the reinforcement top positioning body (19) includes a skeleton limiting groove (21), a longitudinal reinforcement limiting groove (22), a positioning support plate (23), and a spacing adjustment bolt (20), wherein the spacing adjustment bolt (20) is arranged between the skeleton limiting groove (21) and the longitudinal reinforcement limiting groove (22), the rigid skeleton (4) is stuck in the skeleton limiting groove (21), and the longitudinal reinforcement on the cable tower reinforcement cage (5) is stuck in the longitudinal reinforcement limiting groove (22); a positioning bolt (24) and a guide slide (25) are arranged on the positioning support plate (23), one end of the positioning bolt (24) is against the skeleton limiting groove (21), and the skeleton limiting groove (21) can move along the guide slide (25) on the positioning support plate (23) under the action of the positioning bolt (24).

5. The construction method of the temporary consolidation middle tower column of the variable-section special-shaped cable tower tension-bracing combination according to claim 1 is characterized in that: In step 4), the skeleton position-controlling bolt (18) includes a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite, and a bolt-top ball joint (54) is provided at the junction of the skeleton position-controlling bolt (18) and the rigid skeleton (4).

6. The construction method of a temporary consolidation middle tower column of a variable-section special-shaped cable tower with a tension-bracing combination according to claim 1 is characterized in that: In step 5), the post-casting section formwork (26) is made of steel formwork, the inclined formwork (16) and the inclined formwork (7) are arranged at an angle of 5 to 30 degrees with the vertical plane, and are respectively arranged on both sides of the connecting side formwork (27); the first support column (29) and the second support column (28) are both made of rolled steel, steel pipe or steel plate, and are vertically welded to the outer support frame beam (30); the telescopic support rod (31) includes a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite.

7. The construction method of a temporary consolidation tower column of a variable-section special-shaped cable tower with a tension-bracing combination according to claim 1 is characterized in that: In step 5), the template adjustment plate (33) is made of rolled steel plate, and a screw hole connected to the template calibration bolt (36) is set on the template adjustment plate (33); the tensioning rope (41) is made of steel wire rope or steel strand, and its two ends are firmly connected to the template inner support bar (38) and the cable connecting plate (40) respectively; the force adjustment bolt (42) is made of rolled screw, one end is welded to the bolt base plate (37), and the other end is fastened by a nut after passing through the hole reserved on the cable connecting plate (40); the second counterweight (43) and the third counterweight (45) are both made of rolled steel plate into a load-bearing box, and the load-bearing box is filled with sand or water.

8. The construction method of a temporary consolidation middle tower column of a variable-section special-shaped cable tower with a tension-bracing combination according to claim 1 is characterized in that: In step 6), the lifting bolt (50) includes a nut and screws connected to both sides of the nut, and the tightening directions of the screws on both sides of the nut are opposite, and the two ends are respectively connected to the connecting top plate (49) and the casting platform plate (46).

9. The construction method of a temporary consolidation middle tower column of a variable-section special-shaped cable tower with a tension-bracing combination according to claim 1 is characterized in that: In step 6), the partition insert (48) is made of rolled steel plate, and the top end is welded to the connecting top plate (49); the first pouring pipe (51) and the second pouring pipe (52) are both made of rolled steel pipe and are respectively arranged on the downward inclined template (7) side and the upward inclined template (16) side of the partition insert (48).

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