CN212614031U - Prestress assembly type concrete power generation tower - Google Patents
Prestress assembly type concrete power generation tower Download PDFInfo
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- CN212614031U CN212614031U CN202021679638.XU CN202021679638U CN212614031U CN 212614031 U CN212614031 U CN 212614031U CN 202021679638 U CN202021679638 U CN 202021679638U CN 212614031 U CN212614031 U CN 212614031U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
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Abstract
The utility model provides a prestressing force assembled concrete power tower belongs to new forms of energy electricity generation technical field, specifically relates to a prestressing force assembled concrete power tower. The utility model discloses can effectively replace current steel wind power tower product, utilize prestressing force high performance concrete technique, can effectively reduce product cross sectional dimension, save material, the durability is good, long service life, non-maintaining, has avoided noise pollution, environmental protection more. The utility model discloses a prefabricated tower pole, prefabricated basis, its characterized in that: the prefabricated tower pole is of a hollow cylindrical structure, main body reinforcing bars are fixedly arranged inside the main body of the prefabricated tower pole, an upper end head plate is arranged at the upper end of the prefabricated tower pole, a lower end head plate is arranged at the lower end of the prefabricated tower pole, the lower end of the prefabricated tower pole is connected with the prefabricated foundation, at least one necking down is arranged on the prefabricated tower pole, a hoop is arranged outside the necking down, and the main body of the prefabricated tower pole and the main body of the prefabricated foundation are both of a concrete structure.
Description
Technical Field
The utility model belongs to the technical field of the new forms of energy electricity generation, specifically relate to a prestressing force assembled concrete power tower.
Background
Under the background of global warming and national energy-saving and emission-reducing policies, as an important means for reducing greenhouse gas emission and delaying climate change, wind power and photovoltaic power generation become an important trend of new energy development, are important supplements to national thermal power generation and water conservancy power generation, are also important guarantees to national economic development and civil life, promote development and technical progress of relevant industrial chains in China, and simultaneously utilize idle land in mountainous areas, mudflats, reservoir areas, rural areas and the like, can combine wind power and photovoltaic power generation, fully utilize space resources with different heights, and improve utilization rate of the national and indigenous resources.
The existing steel wind power tower product is high in manufacturing cost, general in durability and frequently required to be maintained, and can generate noise pollution due to resonance and noise generated by a wind turbine generator and a tower body with similar frequency in the operation process, so that the environment-friendly power tower which is low in cost, good in durability, free of maintenance and capable of avoiding noise pollution generated by the wind turbine generator and the tower body with similar frequency in the operation process is required.
Disclosure of Invention
Aiming at the problems, the utility model makes up the defects of the prior art and provides a prestressed assembly type concrete power generation tower; the utility model discloses can effectively replace current steel wind power tower product, save material, and the concrete member should prefabricated processing, production efficiency height, and long service life, non-maintaining, installation are convenient, have avoided the wind turbine generator system operation in-process because of close resonance and the noise pollution who produces with body of the tower frequency.
In order to achieve the above purpose, the utility model adopts the following technical scheme.
The utility model provides a prestressing force assembled concrete power generation tower, including prefabricated tower pole, prefabricated basis, its characterized in that: the prefabricated tower pole is of a hollow cylindrical structure, main body reinforcing bars are fixedly arranged inside the main body of the prefabricated tower pole, an upper end head plate is arranged at the upper end of the prefabricated tower pole, a lower end head plate is arranged at the lower end of the prefabricated tower pole, the lower end of the prefabricated tower pole is connected with the prefabricated foundation, at least one necking down is arranged on the prefabricated tower pole, a hoop is arranged outside the necking down, and the main body of the prefabricated tower pole and the main body of the prefabricated foundation are both of a concrete structure.
Preferably, the main body reinforcement comprises at least two prestressed steel bars, at least two non-prestressed steel bars and stirrups, the prestressed steel bars and the non-prestressed steel bars are arranged along the axial direction of the prefabricated tower rod, the prestressed steel bars and the non-prestressed steel bars are concentrically and concentrically distributed at intervals in an alternating manner in the same circle, the stirrups are arranged outside the prestressed steel bars and the non-prestressed steel bars and spirally distributed along the circumferential direction of the prefabricated tower rod, and two ends of the prestressed steel bars are provided with heading heads.
Preferably, the upper end plate is of a circular ring structure, the outer diameter of the upper end plate is the same as that of the prefabricated tower pole, the inner diameter of the upper end plate is smaller than that of the prefabricated tower pole, and the upper end plate is provided with circumferentially distributed steel bar upper anchor holes and circumferentially distributed wind turbine generator fixing holes.
Preferably, the lower end head plate is of a circular ring structure, the outer diameter and the inner diameter of the lower end head plate are respectively the same as those of the prefabricated tower rod, and the lower end head plate is provided with steel bar lower anchor holes distributed annularly.
Preferably, the prefabricated tower pole with the prefabricated basis is connected and is passed through ring flange fixed connection, the ring flange includes top flange, bottom flange and stiffening rib, the bottom flange is provided with six at least flange bolt holes, the stiffening rib is per two a set of and follows the peripheral even symmetric distribution of ring flange.
Furthermore, the prefabricated foundation is of a cubic structure, foundation reinforcing bars are arranged inside the prefabricated foundation and distributed in a multi-layer net shape from top to bottom, embedded bolts matched with the flange bolt holes are arranged on the prefabricated foundation, lifting hooks are arranged on the upper portion of the prefabricated foundation, and reserved holes penetrating through the prefabricated foundation are formed in the prefabricated foundation.
Preferably, prefabricated basis is including enlarging basis, short column, rim of a cup and location convex falcon, enlarge the basis short column with the rim of a cup is square cross-section, the location convex falcon with prefabricated tower pole cooperatees, prefabricated tower pole is through inserting the location convex falcon with prefabricated basis is connected, prefabricated basis inside is provided with basic atress muscle, the short column with the location convex falcon inside is provided with simultaneously and runs through prefabricated basic preformed hole.
Preferably, the inner diameter of the constriction is the same as the inner diameter of the prefabricated tower pole, and the outer diameter of the constriction is smaller than the outer diameter of the prefabricated tower pole.
The beneficial effects of the utility model.
The utility model can effectively replace the existing steel wind power tower product, and can effectively reduce the cross-sectional dimension of the product and save materials by utilizing the prestressed high-performance concrete technology, and the concrete component is suitable for prefabrication processing and has high production efficiency, and the equivalent product can reduce the cost by 30-50%; the concrete member has the characteristics of good durability, long service life and no maintenance, effectively reduces a large amount of later maintenance cost and resources, and has good running economy; as an assembly type prefabricated part, the prefabricated part has the characteristics of convenience in installation and quickness in use; and the vibration modal characteristic of the concrete member is obviously different from that of a steel member, so that the resonance and noise pollution caused by the frequency close to the tower body in the operation process of the wind turbine generator are avoided, and the concrete member is more environment-friendly.
Drawings
In order to make the technical problem, technical scheme and beneficial effect that the utility model solved more clearly understand, it is right to combine the attached drawing and detailed description mode below the utility model discloses further detailed description. It should be understood that the detailed description and specific examples, while indicating the invention, are given by way of illustration only.
Fig. 1 is an integral assembly drawing of the flange type connection in the work of the present invention.
Fig. 2 is a schematic cross-sectional view of the prefabricated tower of the present invention.
Fig. 3 is a schematic view of the upper end plate of the present invention.
Fig. 4 is a schematic side sectional view of the upper end plate of the present invention along the direction a-a.
Fig. 5 is a schematic view of the lower end plate of the present invention.
Fig. 6 is a schematic side sectional view of the lower end plate of the present invention along the direction B-B.
Fig. 7 is a schematic view of the prestressed steel bar of the present invention.
Fig. 8 is a schematic view of the upper flange of the present invention.
Fig. 9 is a schematic view of the lower flange of the flange plate of the present invention.
Fig. 10 is a plan view of the prefabricated foundation of the flange type installation of the present invention.
Fig. 11 is a top view of the prefabricated base of the utility model when the cup rim is installed in a direct-insert manner.
Fig. 12 is a schematic view of the direct insertion type bottom installation of the cup rim of the present invention.
Fig. 13 is a schematic diagram of a single photovoltaic power generation tower combined by the present invention.
Fig. 14 is a schematic view of a single wind power tower assembled by the present invention.
Fig. 15 is a schematic view of the combined single wind and photovoltaic power generation tower of the present invention.
Fig. 16 is a schematic view of a photovoltaic power generation tower composed of two (or more) towers combined by the present invention.
Fig. 17 is a schematic view of the combined photovoltaic and wind power generation tower composed of two (or more) towers combined by the utility model.
The labels in the figure are: the prefabricated tower comprises a prefabricated tower rod 1, a prefabricated foundation 2, an upper end plate 3, a lower end plate 4, a necking down 5, a hoop 6, a prestressed steel bar 7, a non-prestressed steel bar 8, a hoop 9, an upset 10, an upper steel bar anchor hole 11, a wind turbine generator fixing hole 12, a lower steel bar anchor hole 13, a flange 14, an upper flange 15, a lower flange 16, a reinforcing rib 17, a flange bolt hole 18, a foundation reinforcing bar 19, an embedded bolt 20, a lifting hook 21, a reserved hole 22, an enlarged foundation 23, a short column 24, a cup opening 25, a positioning tenon 26, a foundation stress rib 27, a wind turbine generator set 28, a photovoltaic cross bar 29, a photovoltaic plate 30, protective mortar 31, a plain concrete cushion 32 and a control box 33.
Detailed Description
Shown in the attached drawings, the prefabricated tower comprises a prefabricated tower pole 1 and a prefabricated foundation 2, and is characterized in that: prefabricated tower pole 1 is the hollow cylinder structure, the inside fixed main part arrangement of reinforcement that is provided with of main part of prefabricated tower pole 1, the upper end of prefabricated tower pole 1 is provided with head board 3, the lower extreme of prefabricated tower pole 1 is provided with head board 4 down, prefabricated tower pole 1 lower extreme is connected with prefabricated basis 2, be provided with two necking down 5 on the prefabricated tower pole 1, the internal diameter of necking down 5 is the same with prefabricated tower pole 1 internal diameter, the external diameter of necking down 5 is less than prefabricated tower pole 1's external diameter, the external portion of necking down 5 is provided with staple bolt 6, the main part of prefabricated tower pole 1 and the main part of prefabricated basis 2 are concrete structure.
The main part reinforcement includes two at least prestressed steel rods 7, two at least individual non-prestressed tendons 8 and stirrup 9, and prestressed steel rod 7 and non-prestressed tendon 8 all set up along the axial of prefabricated tower pole 1, and prestressed steel rod 7 and non-prestressed tendon 8 are concentric with circle interval alternate distribution, and stirrup 9 sets up in prestressed steel rod 7 and non-prestressed tendon 8's outside, along 1 hoop spiral distribution of prefabricated tower pole, and the both ends of prestressed steel rod 7 all are provided with the upset 10.
The distribution diameter of the prestressed steel bar 7 and the non-prestressed tendons 8 is Dp; the stirrups 9 are distributed along the whole circumferential spiral length of the prefabricated tower rod 1 outside the annular cage body consisting of the two steel bars, and the thread pitch is 40-80 mm. And manufacturing upset heads 10 at two ends of the prestressed steel bar 7, wherein the diameter of the upset heads 10 is 1.7-2.0 times of that of the prestressed steel bar 7, and the thickness of the upset heads 10 is 0.75-1.0 times of that of the prestressed steel bar 7.
The parameters of the prefabricated tower rod 1 adopt prefabricated components produced by standardized and automatic processes such as automatic welding of reinforcing steel bars, full-automatic pumping and grouting, centrifugal molding, high-temperature and high-pressure maintenance and the like, and standardized and automatic production can ensure stable and reliable quality of the components.
The main body of the prefabricated tower pole 1 adopts C80 or above high-performance concrete, strictly controls the cement ratio and other related parameters, calculates the concrete consumption in advance according to the section size and the length, adopts an advanced material distribution pumping process, strictly controls the distribution uniformity and the quantity deviation of the concrete material in a mould, ensures that the concrete is not exposed during material distribution, has automatic process control, is environment-friendly and efficient, and fundamentally eliminates common quality defects such as joint sealing and slurry leakage. The centrifugal forming process is adopted, the compactness of the concrete is improved under the action of strong centrifugal force, and the processes of manually stirring and vibrating the concrete are difficult to realize; the formed member is subjected to high-temperature and high-pressure autoclaved curing at 180 ℃ under the condition of 10 atmospheric pressures, and only needs to be kept still for 10 hours, so that the concrete can reach 100% of the designed strength, and the production efficiency is greatly improved; in order to facilitate the installation of photovoltaic power generation equipment, 2-4 (adjusted according to the overall height of a power generation tower and the photovoltaic power generation requirement) necking necks 5 with the length of L2 are arranged at different heights on the outer surface of the main body of the prefabricated tower pole 1 so as to prevent the hoop 6 from slipping off; the thickness c of the protective layer at the normal size of the prefabricated tower rod 1 is not less than 40mm, the thickness of the protective layer at the position of the necking 5 is not less than 35mm, the distance between the position of the necking 5 and the ground is not less than 3.0m, and the length L2 of the necking 5 ranges from 200mm to 500 mm; the distance L1 between the centers of the two adjacent necks 5 should satisfy the requirement that the upper and lower photovoltaic panels 30 do not shield each other when the sun irradiates at the angle α. For corrosive environment, steel bar rust inhibitor, sulfate ion (SO 4-2) resistant additive, mineral admixture and other corrosion inhibitors can be added into the concrete, the production process of the member is optimized, and meanwhile, means such as external anticorrosion coating brushing and the like are matched, SO that the aim of improving the anticorrosion performance is achieved.
Wherein N is the latitude and S is the direct solar radiation latitude.
The construction characteristic parameters of the prefabricated tower rod 1 comprise an outer diameter D, an inner diameter D, a length L, an outer diameter D1 at the position of a necking 5 and a distribution diameter D of longitudinal main reinforcements (comprising prestressed steel bars 7 and non-prestressed reinforcements 8)pProtective layer thickness c, concrete compressive strength design value fcDesign value f of tensile strengthtStandard value f of compressive strengthckStandard value f of tensile strengthtkElastic modulus Ec(ii) a Design value f of tensile strength of prestressed steel bar 7pyCompressive strength f ~pyStandard value f of tensile strengthptkThe elastic modulus Es of the prestressed steel bar 7; standard value f of tensile strength of non-prestressed tendon 8ykDesign value fy；
The ratio of the concrete area of the compression zone to the total cross-sectional area;
the area ratio of the longitudinal prestressed tendons in the tension area to the total prestressed tendons;
the normal stress of the concrete at the prestressed reinforcement resultant force point is equal to zero; a is the cross-sectional area of the prefabricated tower pole 1;
is a correction coefficient related to the concrete strength grade;
effective pre-stress of concrete;
is the section resisting moment; t is the wall thickness of the prefabricated tower pole 1; i is the moment of inertia of the cross section to the central axis;
is the area moment of the cross section to the central axis;
adjusting coefficient for the variation of the tensile strength of the concrete; a. theDThe cross section of the outer diameter of the prefabricated tower pole 1 is equivalent to the rectangular cross section; a. thedThe cross section of an inner hole of a prefabricated tower rod 1 is equivalent to the cross section of a rectangle; a. thesvThe cross section area of the stirrup 9 with the same cross section; and S is the thread pitch of the spiral stirrup 9. The performance of the prefabricated tower pole 1 is calculated according to the following formula, and the related requirements of the generator set are met.
Bending resistance bearing capacity design value M:
ultimate bending resistance bearing capacity Mu:
normal use cracking bending moment Mcr:
shear resistance design value V (double check):
limit value of shear-resisting bearing capacity
(double check):
the upper end head plate 3 is a metal plate component with a circular section, and two circles of preformed holes are distributed on a concentric circle of the circular section, namely an anchor hole 11 on the steel bar and a fixing hole 12 of the wind turbine generator set. The outer diameter of the upper end plate 3 is the same as the outer diameter D of the prefabricated tower rod 1 and is concentric with the prefabricated tower rod 1; the number and the angle of the elongated steel bar upper anchor holes 11 are the same as those of the prestressed steel bars 7, and the distribution diameter of the elongated steel bar upper anchor holes 11 is the same as the diameter Dp of the longitudinal reinforcement of the reinforcement cage; one end of the anchor hole 11 on the steel rod has a large diameter and can pass through the upset head 10 at the end part of the prestressed steel rod 7, and the other end of the anchor hole has a small diameter and can anchor the upset head 10 at the end part of the prestressed steel rod 7, so that prestress can be applied to the prestressed steel rod 7 during tensioning; the inner diameter d1 of the upper end head plate 3 is smaller than the inner diameter d of the prefabricated tower rod 1; reserving a certain number of wind turbine generator fixing holes 12, wherein the distribution diameter dp of the wind turbine generator fixing holes is reserved according to the angle and the number of the wind turbine generator fixing holes and is not less than four, the clear distance between the center of the anchor hole 11 on the steel bar and the inner edge of the upper end plate 3 is not less than 30mm, and d1< dp < d; the thickness of the upper end plate 3 is 20-50 mm.
The lower end plate 4 is of a circular ring structure, the outer diameter and the inner diameter of the lower end plate 4 are respectively the same as the outer diameter D and the inner diameter D of the prefabricated tower rod 1, and the lower end plate 4 is provided with steel bar lower anchor holes 13 distributed annularly.
The lower end plate 4 has the same characteristics as the upper end plate 3 except that the inner diameter is the same as that of the prefabricated tower pole 1 and the wind turbine fixing hole 12 is not arranged.
The prefabricated tower pole 1 and the prefabricated foundation 2 can be connected in two ways, namely flange connection and direct insertion connection of a cup opening 25.
(1) A flange type connection.
When flange type connection is used, the flange plate 14 is a member for realizing connection of the prefabricated tower pole 1 and the prefabricated foundation 2, the inner diameter of the flange plate is equal to the outer diameter D of the prefabricated tower pole 1, and the outer diameter Df of the flange plate 14 is 2.5-5 times of the inner diameter D; the flange plate 14 is provided with an upper flange 15, a lower flange 16 and a vertical reinforcing rib 17; the thickness of the inner wall of the flange plate 14 is 10-50mm, the thickness of the upper flange 15 and the lower flange 16 is 10-30mm, and the thickness of the reinforcing rib 17 is 10-30 mm; bolt holes are reserved in the lower flange 16, the number of the bolt holes is not less than six, the bolt holes are symmetrically and uniformly distributed, and the hole pitch is not less than six times of the hole diameter of the bolt; the reinforcing ribs 17 are uniformly and symmetrically distributed along the periphery of the flange plate 14, the number of the reinforcing ribs is reasonably matched with the number of the bolt holes and is not less than 4 groups, and each group comprises 2 reinforcing ribs which form an included angle of 30 degrees and point to the center of the flange plate 14; the flange plate 14 and the prefabricated tower pole 1 are connected in a circumferential full-weld mode at the end plate position, the welding quality meets relevant standards, relevant size parameters of the flange plate 14 are checked according to influences of the load level of power generation equipment, the size of the prefabricated tower pole 1 and the like, and residual stress is avoided in the machining process. The flange plate should take necessary anticorrosion measures (such as coating, stainless steel material, special treatment process, etc.).
The prefabricated foundation 2 adopts a reinforced concrete prefabricated structure. The structure of the device comprises a foundation reinforcement 19, an embedded bolt 20, a lifting hook 21 and a reserved hole passage 22. The reserved hole 22 penetrates through the prefabricated foundation 2 and is used for passing through an electric wire, the prefabricated foundation 2 is of a square cross section, the side length is A, the thickness (height) is B, and the distance from the stress rib to the edge of the foundation is as. The quantity and the distribution of the embedded bolts 20 are consistent with those of the bolt holes of the lower flange 16 of the flange plate 14; and connecting and fixing the prefabricated tower pole 1 with the prefabricated foundation 2 through a flange 14. The concrete strength of the prefabricated foundation 2 is not lower than C30, the foundation reinforcing bars 19 comprise stressed main bars and construction reinforcing bars, the stressed main bars adopt HRB400 grade, the construction reinforcing bars adopt HPB300 grade, and the thickness C of the concrete protective layer is not less than 40 mm. The basic reinforcing bars 19 adopt the form of an upper and a lower double-layer (multilayer) reinforcing mesh, the diameter of the main stressed reinforcing bar is 10-32mm, and the distance is 100-200 mm. The upper and lower layers of the reinforcement meshes of the foundation are connected by the quincunx arranged tie bars. The bottom of the prefabricated foundation 2 is paved with a 100-150mm thick plain concrete cushion layer 32 which is not lower than C10.
The size a of the foundation should meet the following requirements:
wherein,
、 
the maximum and minimum pressure values of the edge of the bottom surface of the foundation during standard combination, F is the vertical force of the upper structures such as a generator set, a tower rod and the like during standard combination, and G is the self weight of the soil body on the foundation and the foundation; m is a standard combination moment on the bottom surface of the foundation caused by installation of a generator set, wind pressure and the like; fa is a characteristic value of the bearing capacity of the foundation; w is the resisting moment of the bottom surface of the foundation.
Carrying out punching damage checking calculation, shearing bearing capacity checking calculation and local compression bearing capacity checking calculation on the thickness B of the foundation; and (3) carrying out flexural bearing capacity checking calculation on the basic stressed reinforcement, and meeting the requirement that the minimum reinforcement ratio is not lower than 0.15%. The embedment depth of the foundation should meet the bearing capacity requirement of the foundation, and meanwhile, the requirements of long-term stable operation are met by considering unfavorable geological characteristics of local frost heaving, collapsibility, expansive soil and the like.
In areas with earthquake fortification requirements, the size, the foundation reinforcing bars 19 and the mechanical properties of the prefabricated tower pole 1 and the prefabricated foundation 2 are subjected to earthquake combination checking calculation.
(2) The cup mouth is connected in a plug-in manner.
By adopting the prefabricated foundation 2 with the inserted cup mouth, the flange plate 14 is not needed at the bottom of the prefabricated tower pole 1 (the rest configurations are the same). The cup-mouth-inserted prefabricated foundation 2 comprises a bottom enlarged foundation 23, a middle short column 24, an upper cup mouth 25 and a circular positioning convex tenon 26 in a cup, the prefabricated tower pole 1 is connected with the prefabricated foundation 2 through the inserted convex tenon, and a reserved hole 22 penetrating through the prefabricated foundation 2 is reserved in the short column 24 and the convex tenon. For passing through the electrical wire; the lower expanded foundation 23, the short column 24 and the cup opening 25 all adopt square cross sections, and the short column 24 and the cup opening 25 have the same cross section size. The concrete strength of the cup-rim inserted prefabricated foundation 2 is not lower than C30, the bottom of the lower expanded foundation 23 is provided with bidirectional foundation stress bars 27, the side wall of the cup rim 25 is provided with vertical and horizontal foundation stress bars 27 in an annular manner, the foundation stress bars 27 adopt HRB400 grade, the diameter is 10-32mm, and the distance is 100-200 mm; the thickness c of the concrete protective layer is not less than 40 mm. The bottom of the foundation should be paved with a 100-150mm thick concrete cushion layer not lower than C10.
The mounting method is as follows.
(1) A flange type connecting and mounting method.
Excavating a foundation to a target depth at the position of the power generation tower, paving a plain concrete cushion layer 32 with a required thickness, hoisting the prefabricated foundation 2 to the bottom of the pit and leveling, and fixing the prefabricated tower pole 1 of the assembling flange plate 14 through the embedded bolt 20 on the foundation; hoisting a top wind generating set 28 to the top of the tower pole and connecting the top wind generating set with the upper end plate 3 through bolts, wherein relevant electric wires penetrate through the inner cavity of the prefabricated tower pole 1 and penetrate out of a reserved hole channel 22 in the prefabricated foundation 2; the position of a neck 5 of the prefabricated tower pole 1 is fixedly connected with a photovoltaic cross bar 29 by using an anchor ear 6, and a photovoltaic plate 30 is fixed on the photovoltaic cross bar 29; the length of the photovoltaic cross rod 29 can be adjusted according to the site conditions, the tower 1 and the photovoltaic cross rod 29 can be prefabricated singly, and the tower 1 and the photovoltaic cross rod 29 can also be prefabricated more. The maximization of the photovoltaic power generation efficiency is realized by adjusting the angle of the photovoltaic panels 30, and the distance between the vertical necking necks 5 is reasonably set so as to prevent the adjacent photovoltaic panels 30 from shading light rays; the upper wind generating set 28 has an automatic orientation adjusting function according to the wind direction to maximize the generating efficiency. The lowest necking 5 is fixedly provided with a control box 33 for controlling a generator set (widely, wind power) and the like, such as connection, disconnection and the like.
(2) A cup mouth inserting type installation method.
Except for the installation of the prefabricated foundation 2 and the connection of the prefabricated tower rod 1, the other installations are the same as those of a flange type, after the prefabricated foundation 2 is excavated to the target depth, a layer of plain concrete cushion layer 32 with the thickness of 100 plus 150mm is laid, the prefabricated foundation 2 is hoisted and leveled, the prefabricated tower rod 1 is hoisted into the cup opening 25 to be aligned with the positioning convex tenon 26 in the cup, and C40 micro-expansion fine stone concrete plugs are poured between the prefabricated tower rod 1 and the cup wall; measures are taken to prevent the prefabricated tower pole 1 from toppling before the strength of the plugging concrete reaches 75%; the embedment depth of the prefabricated foundation 2 should meet the requirement of the bearing capacity of the foundation, and meanwhile, the requirements of long-term stable operation are met by considering unfavorable geological characteristics such as local frost heaving, collapsibility, expansive soil and the like.
Before the prefabricated foundation 2 is backfilled, the flange plate 14 is poured by using protective mortar 31 not lower than C10, and the backfilling and compaction can be carried out when the strength reaches 75%.
The utility model discloses there can be multiple compound mode: a single photovoltaic power generation tower (figure 13), a single wind power generation tower (figure 14), a single wind power and photovoltaic combined power generation tower (figure 15), a photovoltaic power generation tower (figure 16) composed of two (more) towers, and a photovoltaic and wind power combined power generation tower (figure 17) composed of two (more) towers.
It should be understood that the above detailed description of the present invention is only for illustrating the present invention and is not limited by the technical solutions described in the embodiments of the present invention, and those skilled in the art should understand that the present invention can still be modified or equivalently replaced to achieve the same technical effects; as long as the use requirement is satisfied, the utility model is within the protection scope.
Claims (8)
1. The utility model provides a prestressing force assembled concrete power tower, includes prefabricated tower pole (1), prefabricated basis (2), its characterized in that: prefabricated tower pole (1) is the hollow cylinder structure, the inside fixed main part arrangement of being provided with of main part of prefabricated tower pole (1) muscle, the upper end of prefabricated tower pole (1) is provided with upper end board (3), prefabricated tower pole (1) lower extreme is provided with lower end board (4), prefabricated tower pole (1) lower extreme with prefabricated basis (2) are connected, be provided with at least one necking down (5) on prefabricated tower pole (1), necking down (5) outside is provided with staple bolt (6), the main part of prefabricated tower pole (1) with the main part of prefabricated basis (2) is concrete structure.
2. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: the main body reinforcement comprises at least two prestressed steel bars (7), at least two non-prestressed steel bars (8) and stirrups (9), the prestressed steel bars (7) and the non-prestressed steel bars (8) are arranged along the axial direction of the prefabricated tower pole (1), the prestressed steel bars (7) and the non-prestressed steel bars (8) are concentrically and circularly alternately distributed at intervals, the stirrups (9) are arranged outside the prestressed steel bars (7) and the non-prestressed steel bars (8) and are spirally distributed along the annular direction of the prefabricated tower pole (1), and heading heads (10) are arranged at two ends of the prestressed steel bars (7).
3. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: the upper end plate (3) is of a circular ring structure, the outer diameter of the upper end plate (3) is the same as that of the prefabricated tower pole (1), the inner diameter of the upper end plate (3) is smaller than that of the prefabricated tower pole (1), and the upper end plate (3) is provided with steel bar upper anchor holes (11) distributed in the circumferential direction and wind turbine generator fixing holes (12) distributed in the circumferential direction.
4. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: the lower end plate (4) is of a circular ring structure, the outer diameter and the inner diameter of the lower end plate (4) are respectively the same as those of the prefabricated tower rod (1), and the lower end plate (4) is provided with steel bar lower anchor holes (13) distributed annularly.
5. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: prefabricated tower pole (1) with prefabricated basis (2) are connected through ring flange (14) fixed connection, ring flange (14) include top flange (15), bottom flange (16) and stiffening rib (17), bottom flange (16) are provided with six at least flange bolt holes (18), stiffening rib (17) are per two a set of and follow the peripheral even symmetric distribution of ring flange (14).
6. A prestressed fabricated concrete power tower as claimed in claim 5, wherein: prefabricated basis (2) are the cube structure, and inside is provided with basic arrangement of reinforcement (19), basic arrangement of reinforcement (19) is netted distribution range of multilayer from top to bottom, prefabricated basis (2) be provided with flange bolt hole (18) matched with embedded bolt (20), the upper portion of prefabricated basis (2) is provided with lifting hook (21), the inside of prefabricated basis (2) is provided with runs through prefabricated basic preformed hole (22).
7. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: prefabricated basis (2) are including enlarging basis (23), short column (24), rim of a cup (25) and location convex falcon (26), enlarge basis (23) short column (24) with rim of a cup (25) are square cross-section, location convex falcon (26) with prefabricated tower pole (1) cooperatees, prefabricated tower pole (1) is through inserting location convex falcon (26) with prefabricated basis (2) are connected, prefabricated basis (2) inside is provided with basic atress muscle (27), short column (24) with location convex falcon (26) inside is provided with simultaneously and runs through prefabricated basis reserve pore (22).
8. A prestressed fabricated concrete power tower as claimed in claim 1, wherein: the inner diameter of the necking down (5) is the same as that of the prefabricated tower pole (1), and the outer diameter of the necking down (5) is smaller than that of the prefabricated tower pole (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021679638.XU CN212614031U (en) | 2020-08-13 | 2020-08-13 | Prestress assembly type concrete power generation tower |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021679638.XU CN212614031U (en) | 2020-08-13 | 2020-08-13 | Prestress assembly type concrete power generation tower |
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| Publication Number | Publication Date |
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| CN212614031U true CN212614031U (en) | 2021-02-26 |
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| CN202021679638.XU Active CN212614031U (en) | 2020-08-13 | 2020-08-13 | Prestress assembly type concrete power generation tower |
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| CN (1) | CN212614031U (en) |
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