Template erection structure and method for tower-mixing fan foundation

Abstract

The present application relates to the technical field of foundation engineering, and particularly relates to a mixed tower fan foundation formwork erecting structure and erecting method, the erecting structure comprising a tensioning chamber formwork, a tensioning anchoring end bottom formwork, an upper inner formwork formwork, an outer formwork, a tensioning chamber formwork support system, a foundation upper inner formwork support system and an outer formwork support system, the tensioning chamber formwork support system comprising vertical rod supports located at the periphery and the center respectively, the vertical rod supports located at the periphery being provided with radial support vertical rods at the top, the radial support vertical rods being provided with horizontal rod supports at the top, the horizontal rod supports being provided with ring beam radial support horizontal rods for supporting the tensioning anchoring end bottom formwork at the top, the vertical rod supports located at the center being provided with a center column at the top, the center column being provided with radial horizontal support rods in a transverse manner, the radial horizontal support rods being provided with formwork supports for supporting the tensioning chamber formwork at the ends; the foundation upper inner formwork support system comprising an inner ring-shaped steel beam. The erecting structure of the present application helps to realize one-time forming of concrete pouring and guarantees the overall construction quality.

Description

Technical Field

[0001] This invention relates to the technical field of foundation engineering, and in particular to a formwork support structure and support method for a hybrid tower wind turbine foundation. Background Technology

[0002] Currently, wind turbine foundations generally adopt either prestressed cage foundations in the form of pure steel cylinders or hollow foundations with tensioning chambers in the form of steel-concrete composite structures. In particular, with the increase in wind turbine capacity and the emergence of wind turbines with large rotors and high hubs, wind turbine foundations have basically adopted the form of hollow foundations with tensioning chambers.

[0003] Cavity foundations are characterized by their large cantilevered concrete weight (typically 1.0-1.3m cantilever, 2-2.5m high), falling under the category of high-risk, high-formwork construction. The power industry demands high-quality wind turbine foundations, requiring them to be cast in one continuous pour. Therefore, achieving this goal is a pressing issue for those skilled in the art. Summary of the Invention

[0004] In order to solve the problems existing in the prior art, the present invention provides a formwork support structure and support method for a hybrid tower wind turbine foundation.

[0005] In a first aspect, the present invention provides a foundation template support structure for a hybrid tower wind turbine, which adopts the following technical solution: The foundation formwork support structure for a hybrid tower wind turbine includes a tension chamber vertical formwork, a tension anchor end bottom formwork, an upper inner formwork, an outer formwork, a tension chamber formwork support system, an inner formwork support system on the foundation, and an outer formwork support system. The tension chamber formwork support system includes vertical supports located around the perimeter and at the center. Radial support verticals are installed on the top of the vertical supports around the perimeter, and horizontal supports are installed on the top of the radial support verticals. A ring beam radial support horizontal bar for supporting the tension anchor end bottom formwork is installed on the top of the horizontal support horizontal bar. A central column is installed on the top of the vertical support centrally located, and radial horizontal support rods are horizontally supported on the central column. Vertical formwork supports for supporting the tension chamber vertical formwork are installed at the ends of the radial horizontal support rods. The inner formwork support system on the foundation includes an inner ring steel beam.

[0006] By adopting the above technical solutions, the template support structure of the present invention facilitates one-time concrete pouring and overall foundation pouring, ensuring overall construction quality, avoiding leakage problems caused by construction joints in two pouring stages, reducing the need for water-stop steel plates, saving materials, and using steel templates with inner ring steel beams for support, reducing the traditional arrangement of using central columns as top supports, and ensuring that the ring steel beams are axially compressed, resulting in a reasonable structural stress distribution.

[0007] Preferably, the upright support includes a base plate supported on the top surface of the cushion layer, a main upright is vertically fixed to the top surface of the base plate, a water-stop plate is sleeved and fixed in the middle of the main upright, and multiple supporting top rods are fixed to the top peripheral wall of the main upright, with radial support uprights supported on the supporting top rods.

[0008] Preferably, a bottom connecting crossbar is installed between the bottoms of the multiple upright supports arranged in a circle.

[0009] Preferably, radial connecting crossbars are installed between multiple radially arranged radial support uprights.

[0010] Preferably, the inner annular steel beam includes multiple annular steel beam units arranged in a ring. The ends of the annular steel beam units are fixed with flange plates, and two adjacent flange plates are connected by bolts. An adjusting and tightening device is installed between two annular steel beam units. The annular steel beam units are connected to the upper inner mold template through a limiting device, and the annular steel beam units are connected to the adjusting and tightening device through the limiting device.

[0011] Preferably, the adjusting and tightening device includes a sleeve, with connecting nuts fixed to both ends of the sleeve, a screw threaded onto the internal thread of the connecting nut, a second connecting plate fixed to the end of the screw, a first connecting plate fixed to the side of the flange plate near the adjusting and tightening device, and a limiting device including an L-shaped hook passing through the first connecting plate and the second connecting plate, a baffle being fitted on the L-shaped hook, and a limiting nut threaded onto the end of the L-shaped hook.

[0012] Preferably, the annular steel beam unit has an elongated hole along its length on the side wall, and the upper inner mold template has a through hole on its vertical rib. The limiting device includes an L-shaped hook that passes through the annular steel beam unit and is hooked onto the vertical rib. The end of the L-shaped hook is fixed by a baffle and a limiting nut.

[0013] Preferably, the outer formwork support system includes multiple steel wire ropes wound around the outside of the outer formwork, and the steel wire ropes are locked and reinforced with a manual hoist.

[0014] Secondly, the present invention provides a method for supporting the foundation template of a hybrid tower wind turbine, comprising the following steps: S1. Foundation pouring and layout, specifically including: first pouring the foundation, then laying out the radial reinforcement distribution line at the bottom of the tension chamber floor slab, the spacing distribution line of the ring reinforcement in the radial direction, the position of the radial support poles and the central column, and the edge line of the tension chamber formwork on the foundation. S2. Binding of reinforcement bars for the bottom slab of the tensioning chamber, specifically including: installing the upper and lower layers of steel mesh for the bottom slab of the tensioning chamber according to the distribution lines laid out on the cushion layer; S3. Tensioning chamber formwork support and bracing setup, specifically including: assembling the tensioning chamber formwork into a circle along the edge lines, using the central column as a support point, and installing radial horizontal support rods and formwork supports; S4. The support of the bottom formwork frame for tensioning and anchoring includes: installing the upright support, the bottom connecting crossbar, welding and fixing the upright support to the steel mesh of the bottom plate of the tensioning chamber, and installing the radial support upright, the crossbar support, the radial support crossbar of the ring beam and the middle connecting crossbar. S5. Installation of the bottom formwork for tensioning and anchoring, specifically including: after adjusting the height of the crossbar support, placing the fan-shaped steel templates in sequence to form a ring structure, with each fan-shaped steel template connected by studs; S6. The upper inner formwork template support and the inner formwork support system on the foundation are set up, specifically including: fixing the ring steel beam unit to the upper inner formwork template by a limiting device, wherein the spacing between two ring steel beam units is adjusted by an adjusting tightening device; S7. External formwork erection, specifically including: after the entire foundation reinforcement is tied, the bottom of the foundation and the outer perimeter of the columns are enclosed with formwork. The external formwork is tightened and reinforced with multiple steel wire ropes and manual hoists. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the overall structure of an embodiment of the present invention.

[0016] Figure 2 This is a schematic diagram of the template support system according to an embodiment of the present invention.

[0017] Figure 3 This is a schematic diagram of the structure of the upright support according to an embodiment of the present invention.

[0018] Figure 4 This is a schematic diagram of the bottom support structure of the ring beam according to an embodiment of the present invention.

[0019] Figure 5 This is a schematic diagram of the radial horizontal support rod distribution according to an embodiment of the present invention.

[0020] Figure 6 This is a schematic diagram of the bottom connecting crossbar distribution according to an embodiment of the present invention.

[0021] Figure 7 This is a top view of the internal mold support system based on an embodiment of the present invention.

[0022] Figure 8 This is a structural schematic diagram of the annular steel beam unit and the limiting device according to an embodiment of the present invention.

[0023] Figure 9 This is a schematic diagram of the internal mold support system based on an embodiment of the present invention.

[0024] Figure 10 This is a schematic diagram of the structure of the adjusting and tightening device according to an embodiment of the present invention.

[0025] Figure 11This is a schematic diagram of the structure of the outer template and outer template support system according to an embodiment of the present invention.

[0026] Explanation of reference numerals in the attached drawings: 1. Subbase; 2. Wind turbine foundation; 21. Tensioning chamber bottom slab; 22. Cantilevered corrugated beam; 23. Prestressed corrugated pipe; 3. Tensioning chamber formwork; 4. Tensioning anchor end bottom formwork; 5. Upper inner formwork template; 6. Outer formwork; 7. Tensioning chamber formwork support system; 71. Upright support; 711. Base slab; 712. Main upright; 713. Waterstop plate; 714. Support top rod; 72. Radial support upright; 73. Radial connecting crossbar; 74. Crossbar support; 75. Radial support crossbar for the ring beam; 76. 77. Central column; 78. Radial horizontal support rod; 791. Vertical formwork support; 792. Bottom connecting crossbar; 793. Middle connecting crossbar; 8. Inner formwork support system on the foundation; 81. Circular steel beam unit; 811. Flange plate; 812. Connecting plate one; 82. Adjusting and tightening device; 821. Sleeve; 822. Connecting nut; 823. Screw; 824. Connecting plate two; 83. Limiting device; 831. L-shaped hook; 832. Baffle; 833. Limiting nut; 9. Outer formwork support system; 91. Steel wire rope. Detailed Implementation

[0027] The following combination Figures 1-11 The present invention will be described in further detail below.

[0028] This invention discloses a formwork support structure for a hybrid tower wind turbine foundation. A foundation layer 1 is poured into the foundation pit, and the wind turbine foundation 2 is poured on top of the foundation layer 1. The wind turbine foundation 2 includes a tension chamber bottom plate 21 and a cantilevered corrugated beam 22, with prestressed corrugated pipes 23 installed within the cantilevered corrugated beam 22. The formwork support structure for the hybrid tower wind turbine foundation includes a tension chamber vertical formwork 3, a tension anchor end bottom formwork 4, an upper inner formwork 5, an outer formwork 6, a tension chamber formwork support system 7, an inner formwork support system 8 on the foundation, and an outer formwork support system 9.

[0029] The tensioning chamber formwork support system 7 includes multiple rings of upright supports 71 radiating outward from the center of the tensioning chamber. Each ring of upright supports 71 includes multiple upright supports 71 evenly distributed along the circumference. The upright supports 71 include a base plate 711, main uprights 712, waterstops 713, and support top rods 714. The base plate 711 is supported on the top surface of the cushion layer 1. The main uprights 712 are vertically fixed to the top surface of the base plate 711. The waterstops 713 are sleeved and fixed to the middle of the main uprights 712 and are parallel to the base plate 711. Multiple support top rods 714 are arranged around the main uprights 712 and fixed to the outer wall of the main uprights 712. The support top rods 714 are located above the waterstops 713 and are parallel to the main uprights 712.

[0030] The main upright 712 is coaxially fitted with a radial support upright 72 at its top. The bottom of the radial support upright 72 is supported on the support top rod 714. Multiple radial support uprights 72 arranged radially along the tension chamber are connected into one unit by radial connecting crossbars 73. A crossbar support 74 is inserted and installed at the top of the radial support upright 72. A ring beam radial support crossbar 75 is installed inside the top of multiple crossbar support 74 arranged radially along the tension chamber. The ring beam radial support crossbar 75 is used to vertically support the bottom mold 4 of the tension anchoring end.

[0031] Multiple vertical support rods 71 ​​are located at the center of the tensioning chamber. The tops of the multiple vertical support rods 71 ​​are all fixed to a vertically arranged central column 76. Inserted columns are fixed around the perimeter of the central column 76. Radial horizontal support rods 77 are sleeved on the outside of the inserted columns. The ends of the radial horizontal support rods 77 away from the central column 76 are equipped with vertical formwork support rods 78 for lateral support of the vertical formwork 3 of the tensioning chamber. The bottoms of each ring of vertical support rods 71 ​​are connected by bottom connecting crossbars 791, and the middle parts of the outer ring of radial support rods 72 are connected by middle connecting crossbars 792.

[0032] The foundation inner mold support system 8 is used to support the upper inner mold template 5. The foundation inner mold support system 8 includes annular steel beam unit components 81, adjusting and tightening devices 82, and limiting devices 83. Multiple annular steel beam unit components 81 are provided in each ring. Flange plates 811 are fixed to the ends of the annular steel beam unit components 81, and adjacent flange plates 811 are connected by bolts. The adjusting and tightening device 82 is installed between two annular steel beam unit components 81 to adjust the spacing and tighten the annular steel beam unit components 81.

[0033] The adjusting and tightening device 82 includes a sleeve 821, with connecting nuts 822 fixed to both ends of the sleeve 821. A screw 823 is threaded onto the internal thread of the connecting nut 822, and a connecting plate 824 is fixed to the exposed end of the screw 823. The connecting plate 824 has a through hole. A connecting plate 812 is fixed to the flange plate 811 near the adjusting and tightening device 82, and the connecting plate 812 also has a through hole. A limiting device 83 is used to connect the connecting plate 812 and the connecting plate 824, as well as the annular steel beam unit 81 and the longitudinal ribs on the upper inner mold template 5. In other embodiments, the adjusting and tightening device 82 can also be a jack connected between the two annular steel beam units 81.

[0034] The limiting device 83 includes an L-shaped hook 831, a baffle 832, and a limiting nut 833. The baffle 832 is sleeved on the L-shaped hook 831, and the limiting nut 833 is threaded onto the L-shaped hook 831. When the limiting device 83 is used to connect the first connecting plate 812 and the second connecting plate 824, the L-shaped hook 831 passes through the first connecting plate 812 and the second connecting plate 824, and the other end of the L-shaped hook 831 is fixed by the baffle 832 and the limiting nut 833; when the limiting device 83 is used to connect the annular steel beam unit 81 and the upper inner mold template 5, the annular steel beam unit 81 has a long hole along the length direction on its side wall, and the upper inner mold template 5 has a through hole on its longitudinal rib plate. The L-shaped hook 831 passes through the annular steel beam unit 81 and hooks onto the longitudinal rib plate of the upper inner mold template 5. The other end of the L-shaped hook 831 is fixed by the baffle 832 and the limiting nut 833, so that the annular steel beam unit 81 is stably installed on the upper inner mold template 5.

[0035] The outer formwork support system 9 includes multiple steel wire ropes 91 wrapped around the outside of the outer formwork 6. The steel wire ropes 91 are locked and reinforced with a manual hoist. Each steel wire rope 91 is locked with a 16T manual hoist.

[0036] The method for supporting the foundation template of a hybrid tower wind turbine according to an embodiment of the present invention includes the following steps: S1. Pouring and setting out of the foundation layer 1, specifically including: pouring the foundation layer 1 in the foundation pit, and then measuring and setting out on the foundation layer 1. First, setting out the distribution lines of the radial reinforcement at the bottom of the tension chamber bottom plate 21 and the spacing distribution lines of the circumferential reinforcement in the radial direction. Second, setting out the positions of the radial support uprights 72 and the central column 76, as well as the edge lines of the tension chamber formwork 3.

[0037] S2. Reinforcing steel binding of tension chamber bottom plate 21, specifically including: installing upper and lower reinforcing steel mesh of tension chamber bottom plate 21 according to the distribution lines laid out on the cushion layer 1.

[0038] S3, the tension chamber vertical mold 3 is supported and braced, specifically including: the customized tension chamber vertical mold 3 is installed sequentially according to the released edge lines, assembled into a circle, using the central column 76 as the support point, and fixed with radial horizontal support rods 77. The ends of the radial horizontal support rods 77 are installed with vertical mold supports 78, which can be further fine-tuned to form a stable support for the tension chamber vertical mold 3.

[0039] S4. Tensioning and anchoring end bottom formwork 4-frame support, specifically including: according to the position of the upright supports 71 released on the cushion layer 1, placing the upright supports 71 in the corresponding positions in sequence, and connecting the upright supports 71 with the bottom connecting crossbar 791. The main uprights 712 can be made of φ25~32 HRB400E threaded steel bars, and the bottom plate 711 is made of 100×100×5mm steel. The Q235 steel plate is welded to the main upright 712. The supporting top rod 714 is made of two 100mm long φ25 HRB400E threaded steel bars, which are vertically welded to the main upright 712 on both sides. After the upright support 71 is installed in place, φ10-12 HRB400 steel bars are used to weld and fix the main upright 712 to the lower layer of steel mesh of the tension chamber bottom plate 21. Then, the radial support uprights 72 are inserted in sequence, and the radial connecting crossbars 73 are connected. The crossbar support 74 is installed on the top of the radial support uprights 72. The ring beam radial support crossbar 75 is placed inside the crossbar support 74. After adjusting the elevation, the middle connecting crossbar 792 is connected to form a stable support system.

[0040] S5. Installation of the bottom formwork 4 for tensioning and anchoring: After adjusting the elevation and level by using the crossbar support 74, custom-made fan-shaped steel templates are placed in sequence to form a ring structure, and the fan-shaped steel templates are connected by studs.

[0041] S6. The upper inner mold template 5 is supported and the inner mold support system 8 is set up on the foundation. Specifically, the upper inner mold template 5 has a smaller diameter than the lower tensioning chamber, about 5m in diameter. The ring steel beam unit 81 is fixed to the upper inner mold template 5 by the limiting device 83. Two adjacent ring steel beam unit 81 are connected by bolts. The adjusting and tightening device 82 is adjusted and tightened by the screw 823 and the sleeve 821 and is connected to the ring steel beam unit 81 by the limiting device 83.

[0042] S7. The outer formwork 6 is erected, specifically including: after the entire foundation reinforcement is tied, the bottom of the foundation and the outer perimeter of the column are enclosed with formwork. The outer formwork 6 is made of steel formwork. The upper and lower outer formwork 6 are respectively locked and reinforced with three φ14m steel wire ropes 91 and manual hoists. Each steel wire rope 91 is locked with a 16T manual hoist.

[0043] The template support structure of this invention facilitates one-time concrete pouring and overall foundation pouring, ensuring overall construction quality, avoiding leakage problems caused by construction joints in two pours, reducing the need for water-stop steel plates, saving materials, and the upper inner formwork 5 adopts a steel formwork + inner ring steel beam support method, reducing the traditional arrangement of using a central column as a top support, and the ring steel beam is axially compressed, resulting in reasonable structural stress.

[0044] The above are all preferred embodiments of the present invention and are not intended to limit the scope of protection of the present invention. Therefore, all equivalent changes made in accordance with the structure, shape and principle of the present invention should be covered within the scope of protection of the present invention.

Claims

1. A formwork support structure for a hybrid tower wind turbine foundation, characterized in that: The system includes a tension chamber formwork (3), a tension anchor end bottom formwork (4), an upper inner formwork template (5), an outer formwork template (6), a tension chamber formwork support system (7), an inner formwork support system on the foundation (8), and an outer formwork support system (9). The tension chamber formwork support system (7) includes upright supports (71) located around the perimeter and at the center. Radial support uprights (72) are installed on the top of the upright supports (71) located around the perimeter. Horizontal support bars (74) are installed on the top of the radial support uprights (72). There is a ring beam radial support crossbar (75) for supporting the bottom formwork (4) of the tensioning anchor end. A central column (76) is installed on the top of the central column support (71). A radial horizontal support rod (77) is horizontally supported on the central column (76). A formwork support rod (78) for supporting the formwork (3) of the tensioning chamber is installed at the end of the radial horizontal support rod (77). The inner formwork support system (8) on the foundation includes an inner ring steel beam. The inner ring steel beam includes multiple ring steel beam unit components (81) arranged in a ring. 1) Flange plates (811) are fixed at the ends, and two adjacent flange plates (811) are connected by bolts. An adjusting and tightening device (82) is installed between two annular steel beam unit components (81). The annular steel beam unit component (81) is connected to the upper inner mold template (5) through a limiting device (83). The annular steel beam unit component (81) is connected to the adjusting and tightening device (82) through the limiting device (83). The adjusting and tightening device (82) includes a sleeve (821), and connecting nuts are fixed at both ends of the sleeve (821). 822), a screw (823) is installed on the internal thread of the connecting nut (822), a second connecting plate (824) is fixed to the end of the screw (823), a first connecting plate (812) is fixed to the side of the flange plate (811) near the adjusting and tightening device (82), and a limiting device (83) includes an L-shaped hook (831) that passes through the first connecting plate (812) and the second connecting plate (824), a baffle (832) is sleeved on the L-shaped hook (831), and a limiting nut (833) is installed on the thread of the end of the L-shaped hook (831).

2. The formwork support structure for the foundation of a hybrid tower wind turbine according to claim 1, characterized in that: The upright support (71) includes a base plate (711) supported on the top surface of the pad (1), a main upright (712) is vertically fixed to the top surface of the base plate (711), a water-stop plate (713) is sleeved and fixed in the middle of the main upright (712), and multiple supporting top rods (714) are fixed to the top periphery of the main upright (712), and radial supporting uprights (72) are supported on the supporting top rods (714).

3. The formwork support structure for the foundation of a hybrid tower wind turbine according to claim 1, characterized in that: A bottom connecting crossbar (791) is installed between the bottoms of multiple upright supports (71) arranged in a ring.

4. The formwork support structure for the foundation of a hybrid tower wind turbine according to claim 1, characterized in that: A radial connecting crossbar (73) is installed between multiple radially arranged radial support uprights (72).

5. The formwork support structure for the foundation of a hybrid tower wind turbine according to claim 1, characterized in that: The annular steel beam unit (81) has a long hole along its length on its side wall, and the upper inner mold template (5) has a through hole on its vertical rib. The limiting device (83) includes an L-shaped hook (831) that passes through the annular steel beam unit (81) and is hooked on the vertical rib. The end of the L-shaped hook (831) is fixed by a baffle (832) and a limiting nut (833).

6. The formwork support structure for the foundation of a hybrid tower wind turbine according to claim 1, characterized in that: The outer formwork support system (9) includes multiple steel wire ropes (91) wrapped around the outside of the outer formwork (6), and the steel wire ropes (91) are locked and reinforced with a manual hoist.

7. A method for supporting a formwork support structure for a hybrid tower wind turbine foundation as described in any one of claims 1-6, characterized in that: Includes the following steps: S1. Casting and laying out the foundation (1): First, cast the foundation (1), and then lay out the distribution lines of the radial reinforcement at the bottom of the tension chamber bottom plate (21), the spacing distribution lines of the ring reinforcement in the radial direction, the positions of the radial support poles (72) and the central column (76), and the edge lines of the tension chamber formwork (3) on the foundation (1). S2, Reinforcing steel binding of tension chamber bottom plate (21), specifically including: according to the distribution line laid out on the cushion layer (1), install the upper and lower layers of reinforcing steel mesh of tension chamber bottom plate (21); S3. The erection and bracing of the tension chamber formwork (3) includes: assembling the tension chamber formwork (3) into a circle according to the edge line, using the central column (76) as the support point, and installing radial horizontal support rods (77) and formwork supports (78); S4. The support frame of the bottom formwork (4) of the tensioning anchor end includes: installing the upright support (71), the bottom connecting crossbar (791), welding and fixing the upright support (71) to the steel mesh of the bottom plate (21) of the tensioning chamber, and installing the radial support upright (72), the crossbar support (74), the ring beam radial support crossbar (75) and the middle connecting crossbar (792); S5. Installation of the bottom formwork (4) at the tensioning and anchoring end, specifically including: after adjusting the height of the crossbar support (74), placing the fan-shaped steel templates in sequence to form a ring structure, and connecting the fan-shaped steel templates with studs; S6. The upper inner mold template (5) is supported and the inner mold support system (8) is set up on the foundation, specifically including: fixing the ring steel beam unit (81) to the upper inner mold template (5) by means of the limiting device (83), wherein the spacing between the two ring steel beam unit (81) is adjusted by means of the adjusting tightening device (82); S7. The outer formwork (6) is erected, specifically including: after the entire foundation reinforcement is tied, the bottom of the foundation and the outer perimeter of the column are closed with formwork. The outer formwork (6) is tightened and reinforced with multiple steel wire ropes (91) and manual hoists.

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