Concrete tower tube shrinkage stress releasing device and construction method thereof

Abstract

The invention relates to a concrete tower tube shrinkage stress releasing device and a construction method thereof.The concrete tower tube shrinkage stress releasing device comprises filler and circumferential ribs, the filler is arranged at the circumferential joint position of tower pieces, the filler is made of high-ductility fiber reinforced cement-based composite materials, the filler is connected with the tower pieces through the internal circumferential ribs, and the tower pieces are connected with the filler through the circumferential ribs. The filler for binding the circumferential ribs is firstly poured to obtain the device, and the tower pieces are poured after the device is installed. Compared with the prior art, the concrete tower piece can be prevented from generating unnecessary shrinkage damage in the production process, and the tower piece is prevented from cracking due to shrinkage stress.

Description

Technical Field

[0001] The invention belongs to the technical field of super-high tower construction, and relates to a concrete tower shrinkage stress release device and a construction method thereof. Background Art

[0002] With the rapid development of the wind power industry, the total installed capacity of wind power generation has continued to increase, and the capacity of a single unit has increased from hundreds of kilowatts to multiple megawatts, which has put forward higher requirements for wind power towers. At present, prefabricated concrete towers have become the mainstream choice in the wind power industry. In the production process of integral concrete towers, the inevitable creep shrinkage of concrete will produce tensile stress along the circumferential direction of the tower, resulting in cracks in the weak circumferential sections of the concrete tower. If certain measures are not taken to effectively control the cracks, and they are allowed to further develop to exceed the limit that the concrete can withstand, or even form through cracks, it will have a serious impact on the performance of the structure and threaten the durability and waterproof performance of the structure.

[0003] Patent CN118517374A discloses a prestressed honeycomb steel-concrete composite structure tower and construction method, the tower includes a barrel, the barrel is assembled by several barrel sections in the height direction, and the diameter of each barrel section decreases from low to high, adjacent barrel sections are connected by vertical nodes, and each barrel section is connected by several prestressed steel-concrete shells through annular nodes along the annular direction; wherein, the annular nodes include annular connecting steels arranged at the left and right ends of the shell, high-strength bolts evenly arranged along the height direction of the shell, and filling materials arranged inside the annular connecting steels, and the connection of adjacent prestressed steel-concrete shells in the annular direction is achieved through high-strength bolts and annular connecting steels. However, the patent is a steel-concrete composite structure composed of annular connecting steels and filling materials, which has high cost, complex construction process, and long construction period; at the same time, the cement-based composite material filling material of the full-cast engineering will greatly increase the material cost of the tower section.

[0004] Patent CN115787482A discloses a method for constructing an assembled composite beam, including the following steps: Step 1, making a precast concrete bridge deck, setting a concave-convex shear groove, a grouting hole and a grouting hole at the axil of the precast concrete bridge deck; Step 2, processing and assembling a steel beam, welding a group of nail connectors on the flange of the steel beam; Step 3, installing the precast concrete bridge deck, inserting the long welding nails into the grouting holes and the grouting holes, and placing the short welding nails in the convex key teeth of the concave-convex shear groove; Step 4, filling the concave-convex shear groove; Step 5, casting the transverse and longitudinal wet joints between the precast concrete bridge decks, after the cement-based filler in the concave-convex shear groove is initially hardened, tying steel bars in the transverse and longitudinal wet joints between the precast concrete bridge decks and casting high-strength concrete with fibers. However, the precast bridge decks in the patent are cast-in-place wet joints, which cannot meet the requirements of rapid construction of concrete tower sections; in addition, the high-strength concrete with fibers cast between the joints in the patent cannot meet the function of releasing shrinkage stress of the tower sections. Summary of the invention

[0005] The purpose of the present invention is to provide a concrete tower shrinkage stress release device and a construction method thereof in order to overcome at least one defect of the above-mentioned prior art. The present invention can prevent unnecessary shrinkage damage to concrete tower segments during the production process and prevent tower segments from cracking due to shrinkage stress.

[0006] The purpose of the present invention can be achieved by the following technical solutions:

[0007] One of the technical solutions of the present invention is to provide a concrete tower shrinkage stress release device, which includes a filler and annular reinforcement. The tower piece is provided with a filler at the annular joint position. The material of the filler adopts a high-ductility fiber-reinforced cement-based composite material (engineered cementitious composite, ECC). The filler is connected to the tower piece through the internal annular reinforcement. The filler with the annular reinforcement is first cast to obtain the device, and the tower piece is cast after the device is installed.

[0008] The filler and the annular reinforcement are combined as a prefabricated component for stress release. The annular reinforcement serves as a structural reinforcement of the joints of the prefabricated filler and a lap reinforcement bonded to the tower body, aiming to improve the inevitable concrete shrinkage cracking defects in the production process of prefabricated integral tower segments. It can not only ensure the overall performance of the concrete tower segments and meet the structural bearing capacity requirements, but also effectively release the shrinkage stress in the tower segment production process due to the low elastic modulus of the high-ductility fiber-reinforced cement-based composite material and the fact that cracking does not affect durability.

[0009] Furthermore, the tower plate adopts an integral tower plate, and the integral tower plate has a gap reserved at the circumferential joint position, and a filler is arranged in the gap.

[0010] During the hardening process of concrete, its volume decreases due to water evaporation (shrinkage) and cement hydration reaction (chemical shrinkage); even if the curing conditions are ideal, water loss will still cause irreversible shrinkage deformation; the integral tower is usually a large-volume structure, and the internal hydration heat is difficult to dissipate quickly after pouring, resulting in a temperature difference between the inside and outside; the tensile stress caused by the temperature gradient during the cooling process will aggravate shrinkage cracks. During the production process of the integral concrete tower, the concrete will inevitably creep and shrink, and it is necessary to use the high-ductility fiber-reinforced cement-based composite material in the present invention to release shrinkage stress.

[0011] Furthermore, the curvature of the annular joint position accounts for 2-5% of the entire tower plate. If it is too small, it will be inconvenient for construction and stress release, and if it is too large, it will be uneconomical.

[0012] Furthermore, the high-ductility fiber-reinforced cement-based composite material comprises a solid component and a liquid component, the liquid component is water, the water-cement ratio of the liquid component to the solid component is 0.6-0.8, and the solid component comprises the following components in parts by weight:

[0013] 100 parts of cement, 50-100 parts of mineral admixtures, 50-70 parts of fine aggregate, 1-10 parts of fiber and 1-3 parts of water reducing agent.

[0014] As a preferred technical solution, the cement is a cementitious material, which forms cement stone through hydration reaction, bonds other components together, and provides initial strength and basic bonding properties; during the hydration process, cement particles react chemically with water to produce various hydration products, which fill the internal pores of the material, gradually harden and enhance the overall structure of the material, and are the basis for the material to gain strength.

[0015] As a preferred technical solution, the mineral admixture is selected from one or more of fly ash, silica ash, and slag powder. The fly ash particles are fine and can fill the gaps between cement particles, increase the density of the material, improve the working performance, and can also undergo a secondary reaction with cement hydration products to improve the later strength of the material. The silica ash has extremely high volcanic ash activity and can quickly react with calcium hydroxide produced by cement hydration to generate more gel substances, significantly improving the early and later strength of the material while enhancing the durability and impermeability of the material. The slag powder undergoes a hydration reaction under the alkaline stimulation of the cement hydration products, increasing the number of hydration products and improving the later strength of the material.

[0016] As a preferred technical solution, coarse aggregate is less used in high-ductility fiber-reinforced cement-based composites, and fine aggregate with smaller particle size is mainly used, which mainly plays the role of reducing shrinkage and improving wear resistance. The fine aggregate is selected from one or more of iron ore fine aggregate, quartz sand, river sand, and machine-made sand. The quartz sand can fill the gaps between cement slurry, reduce the pores inside the material, increase the density of the material, and enhance the volume stability of the material, which has an important influence on the strength and durability of the composite material.

[0017] As a preferred technical solution, the fibers are evenly dispersed in the cement matrix, which can effectively prevent the generation and development of microcracks. When the material is subjected to external force, the fibers can bear part of the load, play a role in strengthening and toughening, and give the material high ductility. The fibers are selected from one or more of polyvinyl alcohol (PVA) fibers, polypropylene (PP) fibers, and steel fibers. The polyvinyl alcohol fibers have good bonding properties with the cement matrix. When the material is under tension, the expansion of cracks can be effectively inhibited, thereby improving the tensile strain capacity and toughness of the material.

[0018] As a preferred technical solution, the water reducing agent is indispensable and is used to reduce the amount of mixing water and improve the fluidity of the material.

[0019] Furthermore, the method for preparing the high-ductility fiber-reinforced cement-based composite material comprises the following steps:

[0020] S1.1. Add cement, mineral admixture and fine aggregate into a mixer and mix at a low speed to ensure uniformity without lumps to obtain dry material;

[0021] S1.2, slowly add water reducer and water to dry material and mix, stirring at medium speed to form a uniform slurry to obtain wet material;

[0022] S1.3. Slowly add the fibers to the wet material in batches and mix them to avoid agglomeration caused by concentrated feeding. Stir at a low speed to ensure that the fibers are evenly dispersed to obtain a high-ductility fiber-reinforced cement-based composite material.

[0023] As a preferred technical solution, in step S1.1, the low-speed stirring speed is 30-50 rpm, the time is 3-5 min, and the temperature is 15-25°C.

[0024] As a preferred technical solution, the medium-speed stirring speed in step S1.2 is 60-100 rpm, the time is 5-8 min, and the temperature is 15-25°C.

[0025] As a preferred technical solution, in step S1.3, the fibers are slowly sprinkled into the wet material in 2-3 batches, with a low-speed stirring speed of 30-50 rpm, a time of 3-5 min, and a temperature of 15-25°C.

[0026] As a preferred technical solution, the mixer is a planetary mixer or a forced mixer to avoid fiber damage.

[0027] The high-ductility fiber-reinforced cement-based composite material is a fiber-reinforced cement-based composite material that is systematically designed to exhibit high ductility under tensile and shear loads, and has excellent ductility and micro-crack width control characteristics; the high-ductility fiber-reinforced cement-based composite material can still maintain a small crack width even under a large strain; in addition, the elastic modulus of the high-ductility fiber-reinforced cement-based composite material is around 20-30GPa, which is about 1 / 2 of that of high-strength concrete; therefore, in combination with the concrete tower segment produced by the high-ductility fiber-reinforced cement-based composite material in the present invention, the filler as a weak section will bear the main shrinkage strain, and the large number of micro-cracks generated can ensure that the rest of the tower segment is in a small stress state, thereby ensuring the durability requirements of the concrete tower tube.

[0028] Furthermore, the annular ribs pass through the filler and the tower plate transversely.

[0029] Furthermore, the surrounding shape of the annular ribs is nearly rectangular, the short side of the rectangle is in the radial direction of the tower piece, and the long side is in the circumferential direction of the tower piece. The short side of the annular ribs is laterally located inside the tower piece, and the long side laterally passes through the filler and both ends of the tower piece on both sides of the annular joint position. The surrounding shape is convenient for construction and has strong bonding.

[0030] Furthermore, connecting bars are arranged inside the annular bars to form a grid shape, and the connecting bars include short connecting bars and long connecting bars. The short connecting bars are connected between the long sides of the annular bars, and the long connecting bars are connected between the short sides. The direction of the short connecting bars is the radial direction of the tower piece, and the direction of the long connecting bars is the circumferential direction of the tower piece. The grid shape can be tied to facilitate construction, and the short connecting bars can also provide compressive resistance.

[0031] As a preferred technical solution, the main material of the tower plate is high-strength concrete or ultra-high performance concrete (UHPC), the grade of the high-strength concrete is C70, C80 or C90, and the grade of the ultra-high performance concrete is UC1, UC2 or UC3.

[0032] Furthermore, structural reinforcement is vertically arranged at the non-annular joint position in the tower segment.

[0033] Different from using high-ductility fiber-reinforced cement-based composite materials as filling materials, ordinary high-strength concrete with built-in structural reinforcement is used in the rest of the tower segments to meet the bearing capacity requirements of the tower.

[0034] As a preferred technical solution, the materials of the annular bars, connecting bars and structural bars are all steel bars or glass fiber reinforced plastic bars (GFRP bars).

[0035] One of the technical solutions of the present invention is to provide a construction method of the concrete tower shrinkage stress release device, the method comprising the following steps:

[0036] S2.1. Tie the annular reinforcement in the mold and pour the filler, and then cure and shape the mold to obtain a prefabricated concrete tower shrinkage stress release device;

[0037] S2.2. Tie the structural reinforcement of the tower body in the mold and reserve the joint position of the prefabricated filler;

[0038] S2.3. Install concrete tower shrinkage stress relief devices at the joints of prefabricated fillings;

[0039] S2.4. Cast the main body of the tower and maintain it in a cured state.

[0040] Compared with the prior art, the present invention has the following beneficial effects:

[0041] (1) The prefabricated high-ductility fiber reinforced cement-based composite material joint of the present invention is used as the weak section of the tower section. The tensile properties of the high-ductility fiber reinforced cement-based composite material are utilized to effectively release the shrinkage stress of the structure and prevent the tower section from cracking. The cost of using a full-section high-ductility fiber reinforced cement-based composite material tower section can be effectively reduced. At the same time, the amount of steel used is reduced. The prefabricated joint can be manufactured in a factory, which reduces the workload of on-site construction, improves construction efficiency, and can effectively ensure the bearing capacity of the structure.

[0042] (2) The present invention connects the filler and the concrete tower segments through annular reinforcement, thereby effectively ensuring the integrity and bearing capacity of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 It is a schematic diagram of the three-dimensional structure of the concrete tower shrinkage stress release device in an embodiment of the present invention;

[0044] Figure 2 It is a perspective structural schematic diagram of a concrete tower shrinkage stress release device in an embodiment of the present invention;

[0045] Figure 3 It is a three-dimensional assembly diagram of a concrete tower tube shrinkage stress release device and a tower piece in an embodiment of the present invention;

[0046] Figure 4 It is a perspective assembly diagram of a concrete tower tube shrinkage stress release device and a tower piece in an embodiment of the present invention;

[0047] Figure 5 1 is a tensile stress-strain curve and a crack width development diagram of the filler in an embodiment of the present invention.

[0048] Description of the markings in the figure:

[0049] 1—filler, 2—circumferential reinforcement, 3—tower plate. DETAILED DESCRIPTION

[0050] The present invention is described in detail below in conjunction with specific embodiments. This embodiment is implemented based on the technical solution of the present invention, and provides a detailed implementation method and a specific operation process, but the protection scope of the present invention is not limited to the following embodiments.

[0051] In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inside", "outside", etc. indicate positions or positional relationships based on the positions or positional relationships shown in the accompanying drawings, which are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention. In addition, the terms "first", "second", "third", etc. are used to describe common objects, which only refer to different instances of the same object, and are not intended to imply that the objects described in this way must adopt a given order, whether in time, space, order or any other way.

[0052] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0053] Example:

[0054] A concrete tower shrinkage stress release device is applied to the integral concrete tower of an assembled wind power tower, such as Figures 1 to 4 As shown, it includes a filler 1 and annular ribs 2. The tower piece 3 is provided with a filler 1 at the annular joint position. The material of the filler 1 is a high-ductility fiber-reinforced cementitious composite material (engineered cementitious composite, ECC). The filler 1 is connected to the tower piece 3 through the internal annular ribs 2. The filler 1 with the annular ribs 2 tied is first cast to obtain a device, and the tower piece 3 is cast after the device is installed.

[0055] The filler 1 and the annular reinforcement 2 are combined as a prefabricated component for stress release. The annular reinforcement 2 is used as a structural reinforcement of the joint of the prefabricated filler 1 and a lap reinforcement bonded to the main body of the tower 3, aiming to improve the inevitable concrete shrinkage cracking defects in the production process of the prefabricated integral tower 3. It can not only ensure the overall performance of the concrete tower 3 and meet the structural bearing capacity requirements, but also effectively release the shrinkage stress in the production process of the tower 3 due to the low elastic modulus of the high-ductility fiber reinforced cement-based composite material and the fact that cracking does not affect the durability;

[0056] The tower plate 3 is an integral tower plate, and a gap is reserved at the annular joint position of the integral tower plate, and a filler 1 is arranged in the gap;

[0057] During the hardening process, the volume of concrete decreases due to water evaporation (shrinkage) and cement hydration reaction (chemical shrinkage). Even if the curing conditions are ideal, water loss will still cause irreversible shrinkage deformation. The monolithic tower is usually a large-volume structure. After pouring, the internal hydration heat is difficult to dissipate quickly, resulting in a temperature difference between the inside and outside. The tensile stress caused by the temperature gradient during the cooling process will aggravate shrinkage cracks. During the production process of the monolithic concrete tower, the concrete will inevitably creep and shrink. It is necessary to use the high-ductility fiber-reinforced cement-based composite material in this embodiment to release the shrinkage stress.

[0058] The curvature of the annular joint position accounts for 2-5% of the entire tower plate 3. If it is too small, it will be inconvenient for construction and stress release, and if it is too large, it will be uneconomical. In this embodiment, it is preferably 4%;

[0059] The high ductility fiber reinforced cement-based composite material includes a solid component and a liquid component. The liquid component is water. The water-cement ratio of the liquid component to the solid component is 0.6-0.8, preferably 0.68 in this embodiment. The solid component includes the following components in parts by weight:

[0060] 100 parts of cement, 50-100 parts of mineral admixture, 50-70 parts of fine aggregate, 1-10 parts of fiber and 1-3 parts of water reducing agent, preferably 100 parts of cement, 75.2 parts of mineral admixture, 60 parts of fine aggregate, 4 parts of fiber and 1.3 parts of water reducing agent in this embodiment;

[0061] Cement is a cementitious material that forms cement paste through hydration reaction, which bonds other components together and provides initial strength and basic bonding properties. During the hydration process, cement particles react chemically with water to produce various hydration products, which fill the internal pores of the material, gradually harden and strengthen the overall structure of the material, and are the basis for the material to obtain strength. In this embodiment, P·O 52.5 ordinary Portland cement produced by China Resources Cement is preferred.

[0062] Common mineral admixtures include fly ash, silica fume, slag powder, etc. Fly ash particles are fine and can fill the gaps between cement particles, increase the density of the material, improve the working performance, and can also react secondary with cement hydration products to improve the later strength of the material. Silica fume has extremely high volcanic ash activity and can quickly react with calcium hydroxide produced by cement hydration to generate more gel substances, significantly improving the early and later strength of the material, while enhancing the durability and impermeability of the material. Slag powder undergoes hydration reaction under the alkaline stimulation of cement hydration products, increasing the number of hydration products and improving the later strength of the material. In this embodiment, fly ash is preferred;

[0063] Coarse aggregate is rarely used in high-ductility fiber-reinforced cement-based composite materials. Fine aggregate with a smaller particle size is mainly used to reduce shrinkage and improve wear resistance. Commonly used fine aggregates include iron ore fine aggregate, quartz sand, river sand, machine-made sand, etc. In this embodiment, quartz sand is preferably used. Quartz sand can fill the gaps between cement pastes, reduce the pores inside the material, improve the density of the material, and enhance the volume stability of the material, which has an important influence on the strength and durability of the composite material.

[0064] The fibers are evenly dispersed in the cement matrix, which can effectively prevent the generation and development of microcracks. When the material is subjected to external force, the fibers can bear part of the load, play a role in strengthening and toughening, and give the material high ductility. Commonly used fibers include polyvinyl alcohol (PVA) fibers, polypropylene (PP) fibers, steel fibers, etc. In this embodiment, polyvinyl alcohol fibers are preferred. Polyvinyl alcohol fibers have good bonding properties with the cement matrix. When the material is pulled, it can effectively inhibit the expansion of cracks and improve the tensile strain capacity and toughness of the material.

[0065] Water reducing agent is essential to reduce the amount of mixing water and improve the fluidity of the material. In this embodiment, it is preferably Subot's -Ⅰ series polycarboxylic acid high performance water reducing agent;

[0066] The specific steps of the preparation method of high ductility fiber reinforced cement-based composite materials are as follows:

[0067] S1.1. Add cement, mineral admixture and fine aggregate into a mixer and mix them at 40 rpm for 4 min at 20°C to ensure uniformity without lumps to obtain dry material;

[0068] S1.2, slowly add water and water to the dry material, mix, and stir at 80 rpm for 6 min at 20°C to form a uniform slurry to obtain wet material;

[0069] S1.3, slowly sprinkle the fibers into the wet material in 2-3 batches to avoid agglomeration caused by concentrated feeding, stir at a low speed of 40 rpm for 4 minutes at 20°C to ensure that the fibers are evenly dispersed to obtain a high-ductility fiber-reinforced cement-based composite material;

[0070] The mixer can be a planetary mixer or a forced mixer to avoid fiber damage. In this embodiment, a planetary mixer is preferred;

[0071] like Figure 5 As shown, the high-ductility fiber-reinforced cement-based composite material is a fiber-reinforced cement-based composite material that is systematically designed to exhibit high ductility under tensile and shear loads, and has good ductility and micro-crack width control characteristics; the high-ductility fiber-reinforced cement-based composite material can still maintain a small crack width even under a large strain; in addition, the elastic modulus of the high-ductility fiber-reinforced cement-based composite material is around 20-30GPa, which is about 1 / 2 of that of high-strength concrete; therefore, in combination with the concrete tower 3 produced by the high-ductility fiber-reinforced cement-based composite material in this embodiment, the filler 1 as a weak section will bear the main shrinkage strain, and the large number of micro-cracks generated can ensure that the rest of the tower 3 is in a small stress state, ensuring the durability requirements of the concrete tower;

[0072] The annular ribs 2 pass through the filler 1 and the tower plate 3 transversely;

[0073] The surrounding shape of the annular rib 2 is a nearly rectangular shape, the short side of the nearly rectangular shape is in the radial direction of the tower piece 3, and the long side is in the circumferential direction of the tower piece 3. The short side of the annular rib 2 is transversely located inside the tower piece 3, and the long side transversely passes through the filler 1 and the two ends of the tower piece 3 on both sides of the annular joint position. The surrounding shape is convenient for construction and has strong bonding.

[0074] The annular ribs 2 are provided with connecting ribs to form a grid shape. The connecting ribs include short connecting ribs and long connecting ribs. The short connecting ribs are connected between the long sides of the annular ribs 2, and the long connecting ribs are connected between the short sides. The direction of the short connecting ribs is the radial direction of the tower piece 3, and the direction of the long connecting ribs is the circumferential direction of the tower piece 3. The grid shape can be tied, which is convenient for construction. The short connecting ribs can also provide compressive strength.

[0075] The main material of the tower plate 3 is high-strength concrete or ultra-high performance concrete (UHPC), the grade of high-strength concrete is C70, C80 or C90, and the grade of ultra-high performance concrete is UC1, UC2 or UC3. In this embodiment, C80 high-strength concrete is preferred;

[0076] Structural reinforcement is vertically arranged in the tower plate 3 at the non-circumferential joint position;

[0077] Different from using high-ductility fiber-reinforced cement-based composite materials as fillers, the rest of the tower 3 uses ordinary high-strength concrete built-in structural reinforcement to meet the bearing capacity requirements of the tower;

[0078] The materials of the annular reinforcement 2, the connecting reinforcement and the structural reinforcement are all steel bars or glass fiber reinforced plastic bars (GFRP bars), and in this embodiment, steel bars are preferred.

[0079] The construction method of the above concrete tower shrinkage stress release device has the following specific steps:

[0080] S2.1, tying the annular reinforcement 2 in the mold and pouring the filler 1, curing and forming, and obtaining a concrete tower shrinkage stress release device for the joint of the prefabricated filler 1;

[0081] S2.2, tying the structural reinforcement of the tower plate 3 body in the mold, and reserving the joint position of the prefabricated filler 1;

[0082] S2.3. Install the concrete tower shrinkage stress relief device at the joint position of the prefabricated filler 1;

[0083] S2.4. Cast the main body of tower segment 3 and maintain it in a cured state.

[0084] The above description of the embodiments is to facilitate the understanding and use of the invention by those skilled in the art. It is obvious that those skilled in the art can easily make various modifications to these embodiments and apply the general principles described herein to other embodiments without creative work. Therefore, the present invention is not limited to the above embodiments, and improvements and modifications made by those skilled in the art based on the disclosure of the present invention without departing from the scope of the present invention should be within the scope of protection of the present invention.

Claims

1. A concrete tower shrinkage stress release device, characterized in that: The device comprises a filler (1) and annular ribs (2); the tower plate (3) is provided with a filler (1) at the annular joint position; the filler (1) is made of a high-ductility fiber-reinforced cement-based composite material; the filler (1) is connected to the tower plate (3) via the internal annular ribs (2); the filler (1) and the annular ribs (2) are first cast to obtain the device; and the tower plate (3) is cast after the device is installed.

2. A concrete tower shrinkage stress release device according to claim 1, characterized in that: The tower plate (3) is an integral tower plate, and a gap is reserved at the annular joint position of the integral tower plate, and a filler (1) is arranged in the gap.

3. The concrete tower shrinkage stress release device according to claim 1, characterized in that: The curvature of the annular joint position accounts for 2-5% of the entire tower plate (3).

4. The concrete tower shrinkage stress release device according to claim 1, characterized in that: The high-ductility fiber-reinforced cement-based composite material comprises a solid component and a liquid component, wherein the liquid component is water, and the water-cement ratio of the liquid component to the solid component is 0.6-0.8, and the solid component comprises the following components in parts by weight: 100 parts of cement, 50-100 parts of mineral admixtures, 50-70 parts of fine aggregate, 1-10 parts of fiber and 1-3 parts of water reducing agent.

5. A concrete tower shrinkage stress release device according to claim 4, characterized in that: The method for preparing the high ductility fiber reinforced cement-based composite material comprises the following steps: S1.

1. Mix cement, mineral admixture and fine aggregate, stir and obtain dry material; S1.2, add water reducing agent and water to dry material, mix and stir to obtain wet material; S1.3, adding the fibers into the wet material in batches, mixing and stirring to obtain a high-ductility fiber-reinforced cement-based composite material.

6. The concrete tower shrinkage stress release device according to claim 1, characterized in that: The annular ribs (2) pass through the filler (1) and the tower plate (3) transversely.

7. A concrete tower shrinkage stress release device according to claim 6, characterized in that: The annular rib (2) is in a nearly rectangular shape, the short side of the nearly rectangular shape is in the radial direction of the tower plate (3), and the long side is in the circumferential direction of the tower plate (3). The short side of the annular rib (2) is transversely located inside the tower plate (3), and the long side transversely passes through the filler (1) and the two ends of the tower plate (3) on both sides of the annular joint position.

8. The concrete tower shrinkage stress release device according to claim 7, characterized in that: Connecting ribs are arranged inside the annular ribs (2) to form a grid shape. The connecting ribs include short connecting ribs and long connecting ribs. The short connecting ribs are connected between the long sides of the annular ribs (2), and the long connecting ribs are connected between the short sides. The direction of the short connecting ribs is the radial direction of the tower piece (3), and the direction of the long connecting ribs is the circumferential direction of the tower piece (3).

9. The concrete tower shrinkage stress release device according to claim 1, characterized in that: Structural reinforcement is vertically arranged at the non-circumferential joint position in the tower plate (3).

10. A construction method for a concrete tower shrinkage stress release device according to any one of claims 1 to 9, characterized in that: The method comprises the following steps: S2.1, tying the annular reinforcement (2) and pouring the filling material (1), curing and forming, and obtaining a concrete tower shrinkage stress release device; S2.2, lashing the structural reinforcement of the main body of the tower segment (3), and reserving the joint position of the prefabricated filling material (1); S2.

3. Install a concrete tower shrinkage stress relief device at the joint of the prefabricated filling (1); S2.4, pour the main body of the tower segment (3) and cure it to form it.

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