CN114000982A - Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure - Google Patents
Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure Download PDFInfo
- Publication number
- CN114000982A CN114000982A CN202111231141.0A CN202111231141A CN114000982A CN 114000982 A CN114000982 A CN 114000982A CN 202111231141 A CN202111231141 A CN 202111231141A CN 114000982 A CN114000982 A CN 114000982A
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- steel
- foundation pile
- tower
- bearing platform
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
- F03D—WIND MOTORS
- F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
- F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
- F03D—WIND MOTORS
- F03D80/00—Details, components or accessories not provided for in groups F03D1/00 - F03D17/00
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Sustainable Development (AREA)
- Sustainable Energy (AREA)
- Chemical & Material Sciences (AREA)
- Combustion & Propulsion (AREA)
- Mechanical Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Wind Motors (AREA)
Abstract
The invention discloses a fan tower cylinder structure with an inner and outer bearing platform structure formed on the basis of annular plates, which comprises steel pipe base piles uniformly arranged around the circumference to form a frustum-shaped space, the bottom of the fan tower cylinder is supported by the top ends of the steel pipe base piles, the top sections of the adjacent steel pipe base piles are connected through connecting rings, a plurality of outer annular plates are sleeved on the outer periphery of the top section of each steel pipe base pile, the outer periphery of each outer annular plate is surrounded by a tubular outer steel shell, a plurality of inner annular plates are sleeved on the inner periphery of the top section of each steel pipe base pile, the inner peripheries of all the inner annular plates are surrounded by the tubular inner steel shells, the diameter of the bottom surface of the frustum-shaped space is larger than the diameter of the tubular outer steel shells, the number of the steel pipe base piles is not smaller than 3, the lower ends of the steel pipe base piles are embedded into a foundation bearing platform, and a plurality of pile foundations are arranged below the foundation bearing platform. The adjacent inner annular plates of each layer and the outer annular plates of each layer are connected through vertical rib plates, and the high-strength bolts are uniformly distributed on the inner periphery and the outer periphery of the bottom end of the fan tower cylinder along the annular direction and penetrate through the outer bearing platform, the connecting ring and the steel pipe foundation piles along the longitudinal direction to be connected with the inner bearing platform.
Description
Technical Field
The invention relates to the field of transition section foundations of fan tower drums, in particular to a connection structure of a fan tower drum and a steel pipe foundation pile in a transition section.
Background
As shown in fig. 17, the variation of the wind speed with the height under different wind shear conditions is shown, and it can be seen that under the high shear condition, the wind speed is obviously increased with the increase of the height, that is, in an area with larger wind shear, more wind energy can be captured by increasing the height of the tower, so that the power generation amount of the unit is more effectively improved, and the economic index of the unit is improved. However, according to the conclusion of the study of structural dynamics and stability analysis of a large-scale wind turbine tower by the Liu-mussel and the like, when the tower is high in height, buckling is a main damage form of the structure, the buckling strength is rapidly reduced along with the increase of the ratio of the diameter to the thickness of the shell, the buckling strength is slightly reduced along with the increase of the ratio of the height to the diameter of the shell, the part of the tower where buckling instability is most likely to occur is a bottom section, and buckling failure under axial pressure load is mainly likely to occur at the top flange connection part of the tower at the bottom end.
At present, when the height of a tower structure of a wind generating set in China is within 100m, a pure steel cylinder tower structure is mainly adopted; according to novel steel pipe concrete tower section of thick bamboo structural design, the connected node of upper portion tower section of thick bamboo and lower part steel pipe concrete column is crucial. On the first hand, when the height reaches more than 100 meters, the increase of the height leads to the reduction of the integral rigidity of the tower, because the pure steel cylinder structure is too flexible, the lateral displacement of the tower top is large, the risk that the impeller collides with the tower cylinder can exist, and the power generation of the fan structure can be influenced, for example, when the radius of the bottom section of the tower cylinder is 2.5m, the weight of a fan at the tower top is 500 tons, the diameter of the top of the tower cylinder is 4.4 m, the height of the tower cylinder is 162.5 m, and the elastic modulus of steel adopted by the tower cylinder is 2.1 multiplied by 1011pa, Poisson's ratio of 0.3, steel density of 7800kg/m3The tower top is loaded with Fx, Fy, and Fz of 1000 tons and-1000 tons in three directions, respectively. The lateral displacement of the top of the integral structure of the tower can reach 5.01 m, the lateral displacement of the top of the tower is overlarge, and the self frequency of the tower is 0.108Hz by using finite element analysis software ABAQUS simulation calculation. The super-flexible tower has higher requirements on wind frequency distribution of a wind field and wind turbine control, when the wind turbine runs to the vicinity of a resonance region, a control system is required to quickly pass through the resonance region, the randomness of wind speed brings great challenges to wind turbine control, which is also the reason for less application of the super-flexible tower, in order to improve the rigidity of the tower, the general method is to increase the section size of the tower bottom or increase the wall thickness of the tower, the diameter of the tower bottom is limited by factors such as road transportation width, and the like, under the same load of a wind turbine nose and the same diameter of the tower bottom, the increase of the weight of the tower and the increase of the height of the tower are approximately quadratic, which means that the height of the tower, the section size of the tower bottom, the wall diameter of the tower wall and the like are increased simultaneouslyThe thickness gives rise to a considerable increase in the cost of the tower, and in the second aspect, the cost is economically prohibitive due to the high rise and large tower base section and increased wall thickness.
In addition, the wind generating set is not only loaded by wind, earthquake and wave, but also the wind wheel is in a moving state, and turbulence, gust disturbance, wake flow, wind shear, yaw rotation, tower shadow effect and the like can all cause the tower to vibrate in the running process of the wind turbine. When the natural vibration frequency of the wind turbine tower coincides with the environmental load or the harmonic frequency of the rotation of the impeller, resonance is generated, the performance of the wind generating set is reduced due to large vibration, the wind generating set is stopped, and the generating efficiency is reduced, and in order to avoid the resonance, in the design process, as shown in fig. 18, the fundamental frequency of the tower drum is often far away from the rotation frequency (1f) of the impeller, the over-propeller frequency (3f) and the main environmental load frequency. The design principle of the traditional rigid tower is that in order to avoid resonance, the natural frequency of the tower under the operation condition is ensured to be within the range of 10% of the rotor rotating frequency and less than 10% of the blade passing frequency according to the national standard GB/T19072-2011. In the third aspect, the tower height is increased (the tower rigidity is reduced), so that the first-order natural frequency of the tower is reduced and then is crossed with the first-order frequency of the rotation of the wind wheel of the unit, and the resonance phenomenon of the tower is caused.
Therefore, in the design of the wind turbine tower, users in the field expect that the tower is increased to improve the generating capacity of the unit, but the increase of the section size is avoided, the cost is reduced, enough rigidity is also needed, the safety is prevented from being influenced by the overlarge lateral deviation of the tower top, and the requirement that the first-order natural frequency of the wind turbine on the whole structure of the tower is between the 1-order frequency and the 3-order frequency of the rotating speed of the wind turbine is met. Design objectives contradict each other, and present a great challenge to those skilled in the art. At present, the wind turbine tower cylinder with the height of more than 100m in the engineering generally adopts a concrete + pure steel cylinder and pure precast concrete cylinder structure, and the structural form has the defects of large engineering quantity, difficult hoisting, long construction period, high cost, poor structural reliability and the like. In order to increase the height of the tower and avoid the buckling of the bottom section of the tower without increasing the height and the section of the tower, in the disclosed transition section structure (CN104110039B and CN204608823U) of the wind turbine tower, the tower is embedded into the transition section, and a prestressed anchor cable in a steel pipe pile is anchored with the transition section, so that the load of the wind turbine tower can be transmitted to a pile foundation through the transition section, but the steel pipe pile and the tower are not connected, on one hand, the stress of the connection part of the bottom section of the tower and the pile foundation is concentrated, and the transition section is made of concrete, so that the tensile strength is low, fatigue cracks are easily generated under the action of long-term action load, and the structural strength is reduced; on the other hand, the rigidity difference between the transition section of the concrete and the steel structure of the fan tower cylinder is large, the deformation is difficult to coordinate, and the joint surface between the transition section of the concrete and the steel structure of the fan tower cylinder is easy to peel off under the action of long-term dynamic load; according to the scheme that the tower barrel is embedded into the transition section in the third aspect, the height and the section of the steel pipe pile are increased only under the condition that the height and the section of the tower barrel are not increased, so that the height of the tower barrel is increased, the generating capacity is improved, however, the height of the transition section cannot be greatly increased, the influence of the transition section on the rigidity of the tower barrel is weak, the top end of the tower barrel still has large lateral deviation, and an impeller may impact the transition section.
Disclosure of Invention
In view of the above problems, the present invention aims to provide a novel wind turbine tower structure with reliable structural performance, less steel consumption, low construction cost, convenient construction and transportation, large overall rigidity, adjustable frequency, good compression resistance and reliable connection.
In order to achieve the purpose, the invention adopts the technical scheme that: a fan tower drum structure with an inner and outer bearing platform structure formed on the basis of annular plates comprises a plurality of steel tube base piles uniformly arranged around the circumference of the bottom end of a fan tower drum to form a frustum-shaped space, the top ends of the steel tube base piles are inserted into socket holes uniformly formed in the circumferential surface of the bottom of the fan tower drum to enable the bottom of the fan tower drum to be supported by the top ends of the steel tube base piles, the top sections of the adjacent steel tube base piles are connected through connecting rings to enable the top sections of the steel tube base piles to be connected into a whole to form a conical tube surrounded by the connecting rings, outer annular plates with gradually reduced inner diameters are sleeved on the periphery of the conical tube layer by layer from bottom to top, an arc-shaped notch matched with the contour of the top section of the steel tube base pile is formed on the inner periphery of each outer annular plate, the peripheries of all the outer annular plates are surrounded by a conical outer steel shell and connected with the tubular outer steel shell, inner annular plates with gradually increased outer diameters of the inner peripheries of the conical tube by layer from top to bottom, the periphery of each inner annular plate abuts against the inner periphery of the conical pipe or the inner periphery of the bottom of the fan tower cylinder, an arc-shaped notch matched with the top section of the steel pipe foundation pile is formed in the periphery of the inner annular plate abutting against the inner periphery of the conical pipe, the inner peripheries of all the inner annular plates are surrounded by the tubular inner steel shell and connected with the tubular inner steel shell, the diameter of the bottom surface of the frustum-shaped space is larger than that of the tubular outer steel shell, the number of the steel pipe foundation piles is not smaller than 3, the lower ends of the steel pipe foundation piles are embedded into a foundation pile cap, and a plurality of pile foundations are arranged below the foundation pile cap.
Advantageously, the weight of the tower cylinder is directly supported by the steel pipe foundation piles, the weight of the tower cylinder structure is shared by the steel pipe foundation piles to form a frustum-shaped space for bearing, the stability of the vertical structure is enhanced by increasing the size of the frustum-shaped space, the buckling strength of the tower cylinder can be prevented from being improved by increasing the cross section size of the tower cylinder, so that the used material quantity is reduced, the inner bearing platform and the outer bearing platform circumferentially support the tower cylinder from the inside or the outside of the fan tower cylinder, and the lower part of the fan tower cylinder is prevented from yielding and deforming under the action of wind power by a fan on the upper part of the fan tower cylinder. Simultaneously can be through the height that increases inside and outside cushion cap, improve the rigidity and the controllable improvement natural frequency that shakes of a tower section of thick bamboo simultaneously, reduce tower section of thick bamboo top lateral displacement, simultaneously in this kind of mode of adjusting rigidity, interior annular plate, outer annular plate are zero spare, are convenient for install the transportation, promote material utilization efficiency, the tower section of thick bamboo is higher relative steel quantity still less, and basic concrete square volume and reinforcing bar volume have been saved in a large number to the arrangement of steel pipe foundation pile.
Furthermore, the adjacent inner annular plates of each layer and the adjacent outer annular plates of each layer are connected through vertical rib plates.
Further, the inner annular plate is suspended and fixed by high-strength bolts vertically penetrating through the top section of the steel pipe foundation pile or through the outer annular plate and the connecting ring, and the high-strength bolts are uniformly distributed on the inner periphery and the outer periphery of the bottom end of the fan tower barrel along the annular direction.
Advantageously, interior cushion cap passes through high strength bolt and hangs in outer cushion cap, provides interior circumference support to the steel pipe foundation pile, and overall structure all can be makeed earlier to interior outer cushion cap, and the integral erection again after having installed fan tower section of thick bamboo and steel pipe foundation pile, simple structure in this scheme, easy integral erection.
Preferably, each steel pipe foundation pile comprises a plurality of sections of steel pipe concrete pipes, two adjacent sections of steel pipe concrete pipes are fixedly connected through flanges, reinforcing steel bars are arranged in the circumferential direction in the joint, the top section of each steel pipe foundation pile is surrounded in an inner bearing platform formed by an inner annular plate, a tubular inner steel shell and an outer annular plate and a tubular outer steel shell, the lower portion of the top section of each steel pipe foundation pile is forked into a herringbone structure and is connected with the plurality of sections of steel pipe concrete pipes after being forked to form the lower portion of each steel pipe foundation pile, the lower portion of each steel pipe foundation pile below the herringbone structure is mutually far away and is connected to the foundation bearing platform together with the lower end of the adjacent steel pipe foundation pile in the lower portion of the adjacent steel pipe foundation pile below the other herringbone structure, and a plurality of pile foundations are arranged below the foundation bearing platform.
Preferably, the top end of the steel tube foundation pile is inserted into a socket hole uniformly formed in the circumferential surface of the bottom of the fan tower cylinder, the bottom of the fan tower cylinder is inserted into the top end of the steel tube foundation pile, the top section of the steel tube foundation pile in the inner and outer bearing platforms comprises a vertical section steel tube foundation pile vertically surrounding the center of the fan tower cylinder and an inclined section steel tube foundation pile with the upper end inclined towards the fan tower cylinder and surrounding the center of the fan tower cylinder, the bottom of the fan tower cylinder is socket-jointed in the vertical section steel tube foundation pile, and the vertical section steel tube foundation pile is fixedly connected with the inclined section steel tube foundation pile.
Advantageously, the sectional type steel pipe foundation pile top section structure is beneficial to directly hoisting and seating the fan tower cylinder in the vertical section steel pipe foundation pile during installation.
Preferably, the upper end and the lower end of the steel pipe foundation pile are provided with anchoring plates, a plurality of groups of prestressed anchor cables are dispersedly arranged in the steel pipe foundation pile, the upper end of each group of prestressed anchor cables is anchored at the top of the outer annular plate at the top layer through the anchoring plates, the lower end of each group of prestressed anchor cables is fixedly connected with the lower end of the steel pipe foundation pile through the anchoring plates, the prestressed anchor cables are wrapped by sleeves, the steel pipe foundation pile is of a steel pipe concrete structure or a hollow steel pipe structure, and if the steel pipe concrete structure is adopted, concrete is poured between the steel pipe foundation pile and the sleeves; if the steel pipe is a hollow steel pipe structure, reinforcing steel bars or section steel are arranged between the steel pipe foundation pile and the sleeve for reinforcement.
Furthermore, the steel pipe foundation piles below the herringbone structure are connected through a plurality of horizontal tension beams or K/X-shaped supporting systems.
Further, the tower cylinder is replaced by a steel truss and a steel pipe concrete truss, and the inner and outer bearing platforms are poured with fillers including concrete and grouting materials.
Furthermore, steel pipe foundation piles annularly arranged below the inner and outer bearing platforms form a conical surface in a surrounding mode, a plurality of steel rib plates or steel bar welding points are arranged on the conical surface, and the solar panel is paved and hung.
The specific construction process of the fan tower barrel structure provided by the invention is as follows:
(1) dividing the steel pipe used by each steel pipe foundation pile into a plurality of sections according to a standard of 1-100 m, and welding a flange and a steel corbel at the end part of each section of steel pipe;
(2) manufacturing inner annular plates and a tubular inner steel shell of the inner and outer bearing platforms, outer annular plates, the tubular outer steel shell and a connecting ring, welding vertical rib plates between every two adjacent layers of inner annular plates and between every two adjacent layers of outer annular plates, and drilling holes in the periphery of the inner annular plates and the connecting ring for allowing the high-strength bolts to penetrate through;
(3) completing concrete pouring and maintenance operations of the steel pipe section corresponding to each steel pipe foundation pile to form a hollow tubular structure comprising the sleeve;
(4) the construction of a pile foundation and a foundation bearing platform is carried out on the ground along the annular direction, then a concrete filled steel tube section of each steel tube foundation pile below the top section is sequentially connected and fixed from the foundation bearing platform to form a frustum-shaped space from bottom to top through a flange and a high-strength bolt, and each section of the steel tube foundation pile is connected in a flange or welding mode;
(5) then installing the top section of the steel pipe foundation pile, connecting the top sections of the adjacent steel pipe foundation piles by using a connecting ring, and inserting the bottom end of the fan tower cylinder into the steel pipe foundation pile of the vertical section;
or the bottom end of the fan tower cylinder is lifted to the position of the top section of the steel pipe foundation pile to be installed, the top section of the steel pipe foundation pile is installed, the top end of the steel pipe foundation pile is inserted into socket holes uniformly formed in the circumferential surface of the bottom of the fan tower cylinder, and the top sections of the adjacent steel pipe foundation piles 5 are connected through the connecting ring 51; (ii) a
(6) Sleeving an outer bearing platform on the periphery of the top section of the steel pipe foundation pile, lifting an inner bearing platform to the inner periphery of the top section of the steel pipe foundation pile, vertically penetrating a high-strength bolt through the top section of the steel pipe foundation pile or through an outer annular plate and a connecting ring, then penetrating an inner annular plate, fastening the upper end and the lower end of the high-strength bolt by a fastening piece, and suspending and fixing the inner bearing platform;
(7) then the prestressed anchor cable passes through the sleeves of all the concrete-filled steel tube sections to implement prestressed construction;
(8) and filling materials are poured into the inner bearing platform and the outer bearing platform.
Compared with the prior art, the invention has the following beneficial effects and advantages:
(1) by adopting the structural design scheme, compared with a pure steel tube tower drum structure, the tower drum does not need to increase the section size of the tower drum, and has great advantages in transportation and steel consumption, and the tower drum can be replaced by a steel tube concrete truss (CN112360697A), so that the transportation of parts is facilitated;
(2) the tower is higher, the diameter of the impeller is larger, the bending moment of the tower bottom is larger, the inner and outer bearing platforms divide the tower into an upper flexible section and a lower rigid section, the rigidity of the whole tower is effectively improved by the lower steel pipe foundation pile, the lateral displacement of the top end of the tower barrel which is large when the upper flexible section is too long is avoided, the utilization rate of materials of the lower rigid section is higher, the economy is higher, a large amount of earthwork and steel bars are avoided, and the transportation of parts is easier;
(3) the upper flexible section of the invention also provides inner and outer annular supports by the inner and outer bearing platforms, on one hand, the rigidity of the flexible section and the buckling strength of the bottom section of the tower are improved, on the other hand, the frequency of the upper flexible section is controllably improved, so that the first-order natural frequency of the tower is between the 1-order frequency and the 3-order frequency of the wind wheel rotating speed, and resonance is avoided;
(4) compared with the existing scheme that the tower barrel is embedded into the transition section, and the prestressed anchor cable in the steel pipe pile is anchored with the transition section, the steel members of the inner and outer bearing platforms, the tower barrel and the steel pipe foundation pile have small rigidity difference and are not easy to peel off, the inner and outer bearing platforms are connected and the connecting ring and the steel pipe foundation pile are clamped through the high-strength bolt, and if the flange of the tower barrel is welded and fixed on the inner periphery of the bottom of the tower barrel and is penetrated through by the high-strength bolt together, the tensile strength is high, and the steel pipe pile is not easy to fatigue and lose efficacy;
(5) all the components and the connecting nodes are processed and molded in a factory, and are connected by using full bolts on site, so that the installation is convenient, the connection is reliable, the construction difficulty is reduced, and the construction period is favorably shortened, compared with a bearing platform connecting structure of CN101967833B, the cross structure, the upper wing plate, the lower wing plate, the upper horizontal ring plate and the lower horizontal ring plate which are embedded into the steel pipe foundation pile are not arranged, and a large amount of welding work of a vertical web plate and the structure as well as the steel pipe foundation pile and the cross structure is reduced;
(6) the fan tower drum is not required to be embedded in the annular beam structure, so that the annular beam structure is a conventional component, a complex internal fixing structure is not required to be assembled on site to reinforce and connect the bottom end of the fan tower drum, the shear resistance and the bending resistance of the fan tower drum are improved, a structural member transversely penetrating through the bottom end of the fan tower drum is not required to be additionally arranged, the pulling resistance of the tower drum is improved, and the complete structure of the bottom end of the fan tower drum is also prevented from being damaged.
Drawings
FIG. 1 is a schematic perspective view of one embodiment of a wind turbine tower construction of the present invention;
FIG. 2 is a longitudinal cross-sectional view of the inner and outer platforms of embodiment 1 of the wind turbine tower structure of the present invention;
FIG. 3 is a top view of the top of the inner and outer platforms of embodiment 1 of the wind turbine tower structure of the present invention;
FIG. 4 is a top view of a cross section of inner and outer bearing platforms of embodiment 1 of the wind turbine tower structure of the present invention;
FIG. 5 is a three-dimensional structure view of the top end of the steel pipe foundation pile inserted into the tower of the wind turbine in the invention;
FIG. 6 is a reduced stress diagram of the top end of the steel pipe foundation pile inserted into the tower of the wind turbine in the invention;
FIG. 7 shows the recommended fan rotation frequency when the top end of the steel pipe foundation pile is inserted into the fan tower;
FIG. 8 is a deformed cloud picture of the top end of the steel pipe foundation pile inserted into the tower of the wind turbine in the invention;
FIG. 9 is a reduced stress diagram of the connecting ring when the top end of the steel pipe foundation pile is inserted into the tower of the wind turbine in the invention;
FIG. 10 is a reduced stress diagram of the inner and outer steel casing when the top end of the steel pipe foundation pile is inserted into the tower of the wind turbine;
FIG. 11 is a longitudinal cross-sectional view of the inner and outer platforms of wind turbine tower structure embodiment 2 of the present invention;
FIG. 12 is a reduced stress diagram of a wind turbine tower inserted at the top end of a steel pipe foundation pile according to the present invention;
FIG. 13 shows the recommended fan rotational frequency of the present invention with a fan tower inserted into the top of a steel pipe foundation pile;
FIG. 14 is a deformed cloud pattern of the wind turbine tower barrel inserted at the top end of the steel pipe foundation pile according to the invention;
FIG. 15 is a reduced stress diagram of the connecting ring when the fan tower is inserted into the top end of the steel pipe foundation pile;
FIG. 16 is a converted stress diagram of the inner and outer steel casings when the tower drum of the wind turbine is inserted into the top end of the steel pipe foundation pile;
FIG. 17 is a graph of wind speed variation at different heights under different wind shears;
FIG. 18 is a schematic view of Campbell diagram-Geneva frequency, where 1 st order frequency at rated rotor speed is called 1P and 3 rd order frequency is
3P; wherein figures 2 and 11 are the left half of the vertical section through the inner and outer platforms.
Detailed Description
In order to make the technical means, the creation features, the achievement purposes and the effects of the invention easy to understand, the following description further explains how the invention is implemented by combining the attached drawings and the detailed implementation modes.
Example 1
Referring to fig. 2 to 4, a fan tower barrel structure with an inner and outer bearing platform structure formed based on circumferential plates comprises a frustum-shaped space surrounded by a plurality of steel pipe foundation piles 5 uniformly arranged around the circumference of the bottom end of a fan tower barrel 1, the diameter of the bottom surface of the frustum-shaped space is larger than that of the fan tower barrel 1, the top ends of the steel pipe foundation piles 5 are inserted into socket holes uniformly formed in the circumferential surface of the bottom of the fan tower barrel 1, so that the bottom of the fan tower barrel 1 is supported by the top ends of the steel pipe foundation piles 5, the top sections of the adjacent steel pipe foundation piles 5 are connected through a connecting ring 51, so that the top sections of the steel pipe foundation piles 5 are connected into a whole to form a conical pipe surrounded by the connecting ring 51, outer annular plates 21 with gradually reduced inner diameters are sleeved layer by layer from bottom to top on the periphery of the conical pipe, the inner periphery of each outer annular plate 21 is arranged in an arc-shaped gap matched with the top section contour of the steel pipe foundation piles 5, the peripheries of all the outer annular plates 21 are surrounded by a conical outer steel tubular shell 22 and connected with the tubular outer steel shell 22, the inner circumference of the conical pipe is sleeved with inner annular plates 23 with gradually increased outer diameters layer by layer from top to bottom, the outer circumference of each inner annular plate 23 abuts against the inner circumference of the conical pipe or the inner circumference of the bottom of the fan tower barrel 1, an arc notch matched with the outline of the top section of the steel pipe foundation pile 5 is arranged on the outer circumference of the inner annular plate 23 abutting against the inner circumference of the conical pipe, the inner circumferences of all the inner annular plates 23 are surrounded by the tubular inner steel shell 24 and connected with the tubular inner steel shell 24, the diameter of the bottom surface of the frustum-shaped space is larger than that of the tubular outer steel shell 22, the number of the steel pipe foundation piles 5 is not less than 3, the lower ends of the steel pipe foundation piles 5 are embedded into the foundation bearing platform 9, and a plurality of pile foundations 10 are arranged below the foundation bearing platform 9. The adjacent inner annular plates 23 and the adjacent outer annular plates 21 are connected through vertical ribs 25. The inner annular plate 23 is suspended and fixed by high-strength bolts 4 vertically penetrating through the top section of the steel pipe foundation pile 5 or through the outer annular plate 21 and the connecting ring 51, and the high-strength bolts 4 are uniformly distributed on the inner periphery and the outer periphery of the bottom end of the fan tower 1 along the annular shape.
Preferably, a tower flange is welded on the inner periphery and the outer periphery of the bottom end of the wind turbine tower 1, and the high-strength bolt 4 vertically penetrates through the tower flange and the top section of the steel pipe foundation pile 5 or penetrates through the tower flange, the outer annular plate 21 and the connecting ring 51 to hang and fix the inner annular plate 23. The high-strength bolt 4 enables the connecting ring 51 and the top section of the steel pipe foundation pile 5 to be clamped between the inner bearing platform and the outer bearing platform, and the bottom end of the fan tower barrel 1 is tensioned. The inner bearing platform and the outer bearing platform provide annular support for the bottom end of the fan tower cylinder 1, and the steel pipe foundation pile 5 bears the weight of the fan tower cylinder 1.
Each steel pipe foundation pile 5 comprises a plurality of sections of steel pipe concrete pipes, two adjacent sections of steel pipe concrete pipes are fixedly connected through flanges, steel bars are arranged in the inner periphery of the joint in the circumferential direction, the top section of each steel pipe foundation pile 5 is surrounded in an inner bearing platform formed by an inner annular plate 23, a tubular inner steel shell 24, an outer annular plate 21 and a tubular outer steel shell 22, as shown in fig. 5, the lower section of each steel pipe foundation pile 5 is forked below the top section of the steel pipe foundation pile 5 into a herringbone structure and is connected with the sections of steel pipe concrete pipes after being forked to form the lower section of each steel pipe foundation pile 5, the lower sections of the steel pipe foundation piles 5 below each herringbone structure are mutually far away and are connected with the lower ends of the adjacent steel pipe foundation piles 5 in the lower sections of the steel pipe foundation piles 5 below the other adjacent herringbone structure into a foundation bearing platform 9, and a plurality of pile foundations 10 are arranged below the foundation bearing platform 9.
The upper end and the lower end of the steel pipe foundation pile 5 are provided with anchoring plates 52, a plurality of groups of prestressed anchor cables are arranged in the steel pipe foundation pile 5 in a dispersed manner, the upper end of each group of prestressed anchor cables is anchored at the top of the outer annular plate 21 at the top layer through the anchoring plates 52, the lower end of each group of prestressed anchor cables is fixedly connected with the lower end of the steel pipe foundation pile 5 through the anchoring plates 52, the prestressed anchor cables are wrapped by a sleeve, the steel pipe foundation pile 5 is of a steel pipe concrete structure or a hollow steel pipe structure, and if the steel pipe concrete structure is adopted, concrete is poured between the steel pipe foundation pile 5 and the sleeve; if the steel pipe is a hollow steel pipe structure, reinforcing steel bars or section steel are arranged between the steel pipe foundation pile 5 and the sleeve for reinforcement. The steel pipe foundation piles 5 below the herringbone structure are connected through a plurality of horizontal tie beams or K/X type supporting systems, and the diameter of the top sections of the steel pipe foundation piles 5 in the inner and outer bearing platforms is gradually enlarged from bottom to top. The steel pipe foundation piles 5 annularly arranged below the inner and outer bearing platforms form a conical surface, the conical surface is provided with a plurality of steel rib plates or steel bar welding spots, the solar panel is paved, and fillers including concrete and grouting materials are poured in the inner and outer bearing platforms.
The concrete construction process of the hollow bearing platform foundation of the wind turbine tower barrel provided by the embodiment is as follows:
(1) dividing the steel pipe used by each steel pipe foundation pile 5 into a plurality of sections according to a standard of 1-100 m, and welding a flange and a steel corbel at the end part of each section of steel pipe;
(2) manufacturing inner annular plates 23 and tubular inner steel shells 24 of the inner and outer bearing platforms, manufacturing outer annular plates 21, tubular outer steel shells 22 and connecting rings 51, welding vertical rib plates 25 between adjacent layers of inner annular plates 23 and between adjacent layers of outer annular plates 21, and drilling holes on the peripheries of the inner annular plates 23 and the connecting rings 51 for allowing the high-strength bolts 4 to pass through;
(3) completing concrete pouring and maintenance operations of the steel pipe section corresponding to each steel pipe foundation pile 5 to form a hollow tubular structure comprising the sleeve;
(4) the construction of the pile foundation 10 and the foundation bearing platform 9 is carried out on the ground along the annular direction, then the concrete filled steel tube section of each steel tube foundation pile 5 below the top section is sequentially connected and fixed from the foundation bearing platform 9 from bottom to top through a flange and a high-strength bolt to form the frustum-shaped space, and each section of the steel tube foundation pile 5 is connected in a flange or welding mode;
(5) then, the bottom end of the fan tower barrel 1 is lifted to the position of the top section of the steel pipe foundation pile 5 to be installed, the top section of the steel pipe foundation pile 5 is installed, the top end of the steel pipe foundation pile 5 is inserted into socket holes uniformly formed in the circumferential surface of the bottom of the fan tower barrel 1, and the top sections of the adjacent steel pipe foundation piles 5 are connected through a connecting ring 51;
(6) sleeving an outer bearing platform on the periphery of the top section of the steel pipe foundation pile 5, lifting the inner bearing platform to the inner periphery of the top section of the steel pipe foundation pile 5, vertically penetrating a high-strength bolt 4 through the top section of the steel pipe foundation pile 5 or through an outer annular plate 21 and a connecting ring 51, then penetrating an inner annular plate 23, fastening the upper end and the lower end of the high-strength bolt (4) by using a fastening piece, and suspending and fixing the inner bearing platform;
(7) and then the prestressed anchor cable 6 passes through the sleeves of all the concrete-filled steel tube sections to implement prestressed construction.
(8) And filling materials are poured into the inner bearing platform and the outer bearing platform.
And (4) stress inspection:
as shown in fig. 2 and fig. 5 to 8, the height of a frustum-shaped space formed by arranging a plurality of steel pipe foundation piles 5 at the bottom of the rigid tower, namely the inner and outer bearing platforms, along the circumference is 70 meters, the height of the fan tower barrel is 71 meters, the heights of the inner and outer bearing platforms are 2 meters, and the total height of the rigid tower and the tower barrel is 141 meters. The diameter of the steel tube foundation pile is 800mm, the thickness of the steel tube is 25mm, the thickness of the outer wrapping steel shell and the inner wrapping steel shell is 20mm, and the thickness of tower barrel steel is 20-30 mm. The top end of the steel pipe foundation pile is inserted into a socket hole in the circumferential direction of the fan tower drum, and the elastic modulus of steel selected by the tower drum is 2.1 multiplied by 1011pa, Poisson's ratio 0.3, density 7800kg/m3. The tower top fan weighs 500 tons, and the loads in three directions on the tower top are Fx 1000 tons, Fy 1000 tons and Fz-1000 tons respectively. The calculation results are shown in table 1 and fig. 6, 7 and 8 by using ABAQUS software.
TABLE 1
| Index (I) | Stress of Mises | Frequency of | Deformation of |
| Calculation results | 298MPa | 0.22 | 1.33 m |
Because the inside and outside cushion cap supports at the ring of tower section of thick bamboo internal circumference in this scheme, the tower section of thick bamboo bottom segment can bear 298 Mpa's stress, and inside and outside cushion cap height is 2 meters simultaneously, has effectively improved the rigidity of a tower section of thick bamboo to for the pure steel tower section of thick bamboo among the background art, improved the overall frequency and not crossed with the rotatory first order frequency of unit wind wheel under the prerequisite of tower section size, avoid resonating, tower section of thick bamboo top lateral displacement consequently only has 1.33 meters. According to the scheme, the height of the inner bearing platform and the height of the outer bearing platform can be synchronously increased while the height of the tower drum is increased, although the height of the tower drum is increased according to Zhu Shaohui research 'calculation of the vibration frequency of the tower profiles of the wind power generation sets' to reduce the overall frequency and increase the lateral displacement of the tower top, the heights of the inner bearing platform and the outer bearing platform can be increased, and the frequency and the rigidity of the tower drum are increased.
Example 2
Referring to fig. 11, a fan tower structure with an inner and outer bearing platform structure formed by circumferential plates includes a frustum-shaped space surrounded by a plurality of steel tube foundation piles 5 uniformly arranged around the circumference of the bottom end of a fan tower 1, the bottom diameter of the frustum-shaped space is larger than the diameter of the fan tower 1, the bottom of the fan tower 1 is inserted into the top end of the steel tube foundation pile 5, the top section of the steel tube foundation pile 5 includes a vertical steel tube foundation pile 54 vertically surrounding the center of the fan tower 1 and an inclined steel tube foundation pile 53 having an upper end inclined toward the fan tower 1 to surround the center of the fan tower 1, the bottom of the fan tower 1 is inserted into the vertical steel tube foundation pile 54, the vertical steel tube foundation pile 54 is fixed to the inclined steel tube foundation pile 53 by flange connection, so that the bottom of the fan tower 1 is supported by the top end of the steel tube foundation pile 5, the top sections of adjacent steel tube foundation piles 5 are connected by a connection ring 51, so that the top sections of the steel tube foundation piles 5 are integrally formed into a tapered tube surrounded by a connection ring 51, the outer periphery of the conical pipe is sleeved with outer annular plates 21 with gradually reduced inner diameter layer by layer from bottom to top, the inner periphery of each outer annular plate 21 is provided with an arc-shaped notch matched with the outline of the top section of the steel pipe foundation pile 5, the outer periphery of all the outer annular plates 21 is surrounded by the conical outer steel shell 22 and is connected with the tubular outer steel shell 22, the inner periphery of the conical pipe is sleeved with an inner annular plate 23 with gradually increased outer diameter layer by layer from top to bottom, the outer periphery of each inner annular plate 23 is abutted against the inner periphery of the conical pipe or the inner periphery of the bottom of the fan tower barrel 1, the outer periphery of the inner annular plate 23 abutted against the inner periphery of the conical pipe is provided with an arc-shaped notch matched with the outline of the top section of the steel pipe foundation pile 5, the inner periphery of all the inner annular plates 23 is surrounded by the tubular inner steel shell 24 and is connected with the tubular inner steel shell 24, the diameter of the bottom surface of the frustum-shaped space is larger than that of the tubular outer steel shell 22, the number of the steel pipe foundation piles 5 is not smaller than 3, the lower end of the steel pipe foundation pile 5 is embedded into the foundation bearing platform 9, a plurality of pile foundations 10 are arranged below the foundation bearing platform 9. The adjacent inner annular plates 23 and the adjacent outer annular plates 21 are connected through vertical ribs 25. The inner annular plate 23 is suspended and fixed by high-strength bolts 4 vertically penetrating through the top section of the steel tube foundation pile 5 or through the outer annular plate 21 and the connecting ring 51, and the high-strength bolts 4 are uniformly distributed on the inner periphery and the outer periphery of the bottom end of the fan tower cylinder 1 along an annular shape, so that the top section of the steel tube foundation pile 5 is clamped between the inner bearing platform and the outer bearing platform, and the tower cylinder can be replaced by a steel truss or a steel tube concrete truss.
Preferably, a tower flange is welded on the inner periphery and the outer periphery of the bottom end of the wind turbine tower 1, and the high-strength bolt 4 vertically penetrates through the tower flange and the top section of the steel pipe foundation pile 5 or penetrates through the tower flange, the outer annular plate 21 and the connecting ring 51 to hang and fix the inner annular plate 23. The high-strength bolt 4 enables the connecting ring 51 and the top section of the steel pipe foundation pile 5 to be clamped between the inner bearing platform and the outer bearing platform, and the bottom end of the fan tower barrel 1 is tensioned. The inner bearing platform and the outer bearing platform provide annular support for the bottom end of the fan tower cylinder 1, and the steel pipe foundation pile 5 bears the weight of the fan tower cylinder 1.
Each steel pipe foundation pile 5 comprises a plurality of sections of steel pipe concrete pipes, two adjacent sections of steel pipe concrete pipes are fixedly connected through flanges, steel bars are arranged in the inner periphery of the joint in an annular mode, the top section of each steel pipe foundation pile 5 is surrounded in an inner bearing platform formed by an inner annular plate 23, a tubular inner steel shell 24, an outer annular plate 21 and a tubular outer steel shell 22, the lower portion of each steel pipe foundation pile 5 is forked into a herringbone structure below the top section of the steel pipe foundation pile 5 and is connected with the sections of the steel pipe concrete pipes after the forking to form the lower portion of each steel pipe foundation pile 5, the lower portions of the steel pipe foundation piles 5 below each herringbone structure are mutually far away and are connected into a foundation bearing platform 9 together with the lower ends of the adjacent steel pipe foundation piles 5 in the lower portions of the steel pipe foundation piles 5 below the other adjacent herringbone structure, and a plurality of pile foundations 10 are arranged below the foundation bearing platform 9.
The upper end and the lower end of a steel pipe foundation pile 5 are provided with anchoring plates 52, a plurality of groups of prestressed anchor cables 6 are arranged in the steel pipe foundation pile 5 in a dispersed manner, the upper end of each group of prestressed anchor cables 6 is anchored at the top of the outer annular plate 21 at the top layer through the anchoring plates 52, the lower end of each group of prestressed anchor cables 6 is fixedly connected with the lower end of the steel pipe foundation pile 5 through the anchoring plates 52, the prestressed anchor cables 6 are externally wrapped by a sleeve, the steel pipe foundation pile 5 is of a steel pipe concrete structure or a hollow steel pipe structure, and if the steel pipe concrete structure is adopted, concrete is poured between the steel pipe foundation pile 5 and the sleeve; if the steel pipe is a hollow steel pipe structure, reinforcing steel bars or section steel are arranged between the steel pipe foundation pile 5 and the sleeve for reinforcement. The steel pipe foundation piles 5 below the herringbone structure are connected through a plurality of horizontal tie beams or K/X type supporting systems, and the diameter of the top sections of the steel pipe foundation piles 5 in the inner and outer bearing platforms is gradually enlarged from bottom to top. The steel pipe foundation piles 5 annularly arranged below the inner and outer bearing platforms form a conical surface, the conical surface is provided with a plurality of steel rib plates or steel bar welding spots, the solar panel is paved, and fillers including concrete and grouting materials are poured in the inner and outer bearing platforms.
Compared with the construction process of the embodiment 1, the specific construction process of the hollow bearing platform foundation of the wind turbine tower drum provided by the embodiment is that the step (5) is changed into:
(5) and then installing the top section of the steel pipe foundation pile 5, connecting the top sections of the adjacent steel pipe foundation piles 5 by using a connecting ring 51, and inserting the bottom end of the fan tower cylinder 1 into the vertical section steel pipe foundation pile 54.
And (4) stress inspection:
as shown in fig. 11, the height of the frustum-shaped space formed by arranging a plurality of steel pipe foundation piles 5 at the bottom of the rigid tower, i.e., the inner and outer bearing platforms, along the circumference is 70 meters, the height of the fan tower is 70 meters, the heights of the inner and outer bearing platforms are both 3 meters, and the total height of the rigid tower and the tower is 140 meters. The diameter of the steel tube foundation pile is 800mm, the thickness of the steel tube is 25mm, the thickness of the outer wrapping steel shell and the inner wrapping steel shell is 20mm, and the thickness of tower barrel steel is 20-30 mm. The wind turbine tower cylinder is inserted at the top end of the steel pipe foundation pile, and the elastic modulus of steel selected by the tower cylinder is 2.1 multiplied by 1011pa, Poisson's ratio 0.3, density 7800kg/m3. The tower top fan weighs 500 tons, and the loads in three directions on the tower top are Fx 1000 tons, Fy 1000 tons and Fz-1000 tons respectively. The calculation results are shown in table 2 and fig. 12, 13 and 14, by using ABAQUS software.
TABLE 2
In the scheme, because the inner bearing platform and the outer bearing platform are supported in the circumferential direction of the inner periphery of the tower barrel, the bottom section of the tower barrel can bear the stress of 288Mpa, and meanwhile, the height of the inner bearing platform and the height of the outer bearing platform are 3 m, so that the rigidity of the tower barrel is effectively improved, and compared with a pure steel tower barrel in the background technology, the whole frequency is improved on the premise of not increasing the section size of the tower barrel, the cross frequency of the tower barrel does not intersect with the first-order frequency of the rotation of a wind wheel of a unit, the resonance is avoided, and the lateral displacement of the top end of the tower barrel is only 1.33 m. According to the scheme, the height of the inner bearing platform and the height of the outer bearing platform can be synchronously increased while the height of the tower drum is increased, although the height of the tower drum is increased according to Zhu Shaohui research 'calculation of the vibration frequency of the tower profiles of the wind power generation sets' to reduce the overall frequency and increase the lateral displacement of the tower top, the heights of the inner bearing platform and the outer bearing platform can be increased, and the frequency and the rigidity of the tower drum are increased.
Compared with the prior art, the invention has the following beneficial effects and advantages:
(1) by adopting the structural design scheme, compared with a pure steel tube tower drum structure, the tower drum does not need to increase the section size of the tower drum, and has great advantages in transportation and steel consumption, and the tower drum can be replaced by a steel tube concrete truss (CN112360697A), so that the transportation of parts is facilitated;
(2) the tower is higher, the diameter of the impeller is larger, the bending moment of the tower bottom is larger, the inner and outer bearing platforms divide the tower into an upper flexible section and a lower rigid section, the rigidity of the whole tower is effectively improved by the lower steel pipe foundation pile, the lateral displacement of the top end of the tower barrel which is large when the upper flexible section is too long is avoided, the utilization rate of materials of the lower rigid section is higher, the economy is higher, a large amount of earthwork and steel bars are avoided, and the transportation of parts is easier;
(3) the upper flexible section of the invention also provides inner and outer annular supports by the inner and outer bearing platforms, on one hand, the rigidity of the flexible section and the buckling strength of the bottom section of the tower are improved, on the other hand, the frequency of the upper flexible section is controllably improved, so that the first-order natural frequency of the tower is between the 1-order frequency and the 3-order frequency of the wind wheel rotating speed, and resonance is avoided;
(4) compared with the existing scheme that the tower barrel is embedded into the transition section, and the prestressed anchor cable in the steel pipe pile is anchored with the transition section, the steel members of the inner and outer bearing platforms, the tower barrel and the steel pipe foundation pile have small rigidity difference and are not easy to peel off, the inner and outer bearing platforms are connected and the connecting ring and the steel pipe foundation pile are clamped through the high-strength bolt, and if the flange of the tower barrel is welded and fixed on the inner periphery of the bottom of the tower barrel and is penetrated through by the high-strength bolt together, the tensile strength is high, and the steel pipe pile is not easy to fatigue and lose efficacy;
(5) all the components and the connecting nodes are processed and molded in a factory, and are connected by using full bolts on site, so that the installation is convenient, the connection is reliable, the construction difficulty is reduced, and the construction period is favorably shortened, compared with a bearing platform connecting structure of CN101967833B, the cross structure, the upper wing plate, the lower wing plate, the upper horizontal ring plate and the lower horizontal ring plate which are embedded into the steel pipe foundation pile are not arranged, and a large amount of welding work of a vertical web plate and the structure as well as the steel pipe foundation pile and the cross structure is reduced;
(6) the fan tower drum is not required to be embedded in the annular beam structure, so that the annular beam structure is a conventional component, a complex internal fixing structure is not required to be assembled on site to reinforce and connect the bottom end of the fan tower drum, the shear resistance and the bending resistance of the fan tower drum are improved, a structural member transversely penetrating through the bottom end of the fan tower drum is not required to be additionally arranged, the pulling resistance of the tower drum is improved, and the complete structure of the bottom end of the fan tower drum is also prevented from being damaged.
In the above embodiment, the inner and outer bearing platforms in step (2) are not manufactured in advance, and after the outer annular plate 21 and the inner annular plate 23 are lifted and positioned to the inner and outer peripheries of the top section of the steel pipe foundation pile 5 layer by layer in step (6), the outer annular plate 21 is welded to the top section of the steel pipe foundation pile 5 or the connection ring 51, the inner annular plate 23 is welded to the top section of the steel pipe foundation pile 5 or the connection ring 51, the vertical rib plates 25 are welded between adjacent layers of inner annular plates 23 and between adjacent layers of outer annular plates 21, and finally the tubular outer steel shell 22 and the tubular inner steel shell 24 are wrapped.
Claims (10)
1. A fan tower barrel structure with an inner and outer bearing platform structure formed on the basis of annular plates comprises a plurality of steel pipe foundation piles (5) which are uniformly distributed around the circumference of the bottom end of a fan tower barrel (1) and form a frustum-shaped space, and is characterized in that the top ends of the steel pipe foundation piles (5) are inserted into socket holes uniformly formed in the circumference of the bottom of the fan tower barrel (1), so that the bottom of the fan tower barrel (1) is supported by the top ends of the steel pipe foundation piles (5), the top sections of the adjacent steel pipe foundation piles (5) are connected through connecting rings (51), so that the top sections of the steel pipe foundation piles (5) are connected into a whole to form a conical pipe which is formed by the surrounding of the connecting rings (51), outer annular plates (21) with the inner diameter gradually reduced are sleeved on the periphery of the conical pipe layer by layer from bottom to top, and an arc-shaped notch matched with the top section of the steel pipe foundation piles (5) in contour is formed on the inner periphery of each outer annular plate (21), the outer peripheries of all the outer annular plates (21) are surrounded by a conical tubular outer steel shell (22) and connected with the tubular outer steel shell (22), the inner circumference of the conical tube is sleeved with inner annular plates (23) with the outer diameters gradually increasing layer by layer from top to bottom, the outer circumference of each inner annular plate (23) is abutted against the inner circumference of the conical tube or the inner circumference of the bottom of the fan tower cylinder (1), the periphery of an inner annular plate (23) which is tightly close to the inner periphery of the conical pipe is provided with an arc-shaped gap matched with the outline of the top section of the steel pipe foundation pile (5), the inner peripheries of all the inner annular plates (23) are surrounded by a tubular inner steel shell (24) and are connected with the tubular inner steel shell (24), the diameter of the bottom surface of the frustum-shaped space is larger than that of the tubular outer steel shell (22), the number of the steel pipe foundation piles (5) is not smaller than 3, the lower ends of the steel pipe foundation piles (5) are embedded into a foundation bearing platform (9), and a plurality of pile foundations (10) are arranged below the foundation bearing platform (9).
2. The wind turbine tower construction of claim 1, wherein adjacent layers of inner annular plates (23) and adjacent layers of outer annular plates (21) are connected by vertical ribs (25).
3. The wind turbine tower structure as claimed in claim 1, wherein the inner annular plates (23) are suspended and fixed by high-strength bolts (4) vertically penetrating through the top section of the steel pipe foundation pile (5) or through the outer annular plates (21) and the connecting ring (51), and the high-strength bolts (4) are uniformly distributed on the inner and outer peripheries of the bottom end of the wind turbine tower (1) along the annular direction.
4. The wind turbine tower cylinder structure according to any one of claims 1 to 3, wherein each steel pipe foundation pile (5) comprises a plurality of sections of steel pipe concrete pipes, two adjacent sections of steel pipe concrete pipes are fixedly connected through flanges, steel bars are arranged in the circumferential direction in the inner periphery of the joint, the top section of each steel pipe foundation pile (5) is enclosed in an inner bearing platform formed by an inner annular plate (23) and a tubular inner steel shell (24), an outer annular plate (21) and a tubular outer steel shell (22), the steel pipe foundation pile (5) is forked below the top section into a herringbone structure and is connected with the sections of steel pipe concrete pipes after being forked to form the lower section of the steel pipe foundation pile (5), the lower sections of the steel pipe foundation piles (5) below each herringbone structure are far away from each other and are connected to the foundation bearing platform (9) together with the lower ends of the adjacent steel pipe foundation piles (5) in the lower sections of the adjacent steel pipe foundation piles (5) below the other herringbone structure, a plurality of pile foundations (10) are arranged below the foundation bearing platform (9).
5. The wind turbine tower structure according to claim 4, wherein the top end of the steel tube foundation pile (5) is inserted into a socket hole uniformly formed in the circumferential surface of the bottom of the wind turbine tower (1) and is replaced by inserting the bottom of the wind turbine tower (1) into the top end of the steel tube foundation pile (5), the top section of the steel tube foundation pile (5) in the inner and outer bearing platforms comprises a vertical steel tube foundation pile (54) vertically surrounding the center of the wind turbine tower (1) and an inclined steel tube foundation pile (53) with the upper end inclined towards the wind turbine tower (1) surrounding the center of the wind turbine tower (1), the bottom of the wind turbine tower (1) is socket-jointed in the vertical steel tube foundation pile (54), and the vertical steel tube foundation pile (54) is fixedly connected with the inclined steel tube foundation pile (53).
6. The wind turbine tower structure according to claim 5, wherein the steel tube foundation piles (5) are provided with anchor plates (52) at upper and lower ends thereof, the steel tube foundation piles (5) are internally provided with a plurality of groups of prestressed anchor cables (6) in a dispersed manner, the upper end of each group of prestressed anchor cables (6) is anchored at the top of the outer annular plate (21) at the top layer through the anchor plates (52), the lower end of each group of prestressed anchor cables (6) is fixedly connected with the lower end of the steel tube foundation pile (5) through the anchor plates (52), the prestressed anchor cables (6) are externally provided with sleeves, the steel tube foundation piles (5) are of steel tube concrete structures or hollow steel tube structures, and if the steel tube concrete structures are adopted, concrete is poured between the steel tube foundation piles (5) and the sleeves; if the steel pipe is a hollow steel pipe structure, reinforcing steel bars or section steel are arranged between the steel pipe foundation pile (5) and the sleeve for reinforcement.
7. The wind turbine tower structure according to claim 6, wherein the steel tube foundation piles (5) below the herringbone structure are connected through a plurality of horizontal tie beams or K/X type support systems.
8. The wind turbine tower drum structure of claim 7, wherein the tower drum is replaced by a steel truss or a steel pipe concrete truss, and fillers including concrete and grouting materials are poured into the inner and outer bearing platforms.
9. The wind turbine tower cylinder structure of claim 8, wherein steel pipe foundation piles (5) annularly arranged below the inner and outer bearing platforms form a conical surface, the conical surface is provided with a plurality of steel rib plates or steel bar welding points, and a solar panel is paved.
10. The construction method of the wind turbine tower drum structure as claimed in any one of claims 5 to 9, characterized by comprising the following steps:
(1) dividing the steel pipe used by each steel pipe foundation pile (5) into a plurality of sections according to a standard of 1-100 m, and welding a flange and a steel corbel at the end part of each section of steel pipe;
(2) manufacturing inner annular plates (23) and a tubular inner steel shell (24) of the inner and outer bearing platforms, welding vertical rib plates (25) between the adjacent layers of inner annular plates (23) and between the adjacent layers of outer annular plates (21), and drilling holes on the periphery of the inner annular plates (23) and the connecting rings (51) to allow the high-strength bolts (4) to pass through, wherein the outer annular plates (21) and the tubular outer steel shell (22) and the connecting rings (51) are respectively welded on the inner annular plates and the outer annular plates;
(3) completing concrete pouring and maintenance operations of the steel pipe section corresponding to each steel pipe foundation pile (5) to form a hollow tubular structure comprising the sleeve;
(4) the construction of a pile foundation (10) and a foundation bearing platform (9) is carried out on the ground along the annular direction, then the concrete filled steel tube section of each steel tube foundation pile (5) below the top section is sequentially connected and fixed from the foundation bearing platform (9) from bottom to top through a flange and a high-strength bolt to form a frustum-shaped space, and each section of the steel tube foundation pile (5) is connected in a flange or welding mode;
(5) then installing the top section of the steel pipe foundation pile (5), connecting the top sections of the adjacent steel pipe foundation piles (5) by using a connecting ring (51), and inserting the bottom end of the fan tower cylinder (1) into the vertical section steel pipe foundation pile (52);
or the bottom end of the fan tower cylinder (1) is lifted to the position of the top section of the steel pipe foundation pile (5) to be installed, the top section of the steel pipe foundation pile (5) is installed, the top end of the steel pipe foundation pile (5) is inserted into socket holes uniformly formed in the circumferential surface of the bottom of the fan tower cylinder (1), and the top sections of the adjacent steel pipe foundation piles (5) are connected through a connecting ring (51);
(6) sleeving an outer bearing platform on the periphery of the top section of the steel pipe foundation pile (5), lifting the inner bearing platform to the inner periphery of the top section of the steel pipe foundation pile (5), vertically penetrating a high-strength bolt (4) through the top section of the steel pipe foundation pile (5) or through an outer annular plate (21) and a connecting ring (51), then penetrating an inner annular plate (23), fastening the upper end and the lower end of the high-strength bolt (4) by using a fastening piece, and suspending and fixing the inner bearing platform;
(7) then the prestressed anchor cable (6) passes through the sleeves of all the concrete-filled steel tube sections to implement prestressed construction;
(8) and the inner bearing platform and the outer bearing platform are also poured with fillers.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111231141.0A CN114000982A (en) | 2021-10-22 | 2021-10-22 | Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111231141.0A CN114000982A (en) | 2021-10-22 | 2021-10-22 | Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114000982A true CN114000982A (en) | 2022-02-01 |
Family
ID=79923689
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111231141.0A Pending CN114000982A (en) | 2021-10-22 | 2021-10-22 | Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114000982A (en) |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103912006A (en) * | 2014-03-14 | 2014-07-09 | 中国水电顾问集团西北勘测设计研究院有限公司 | Assembled multi-pile foundation structure and construction method thereof |
| JP2015004351A (en) * | 2013-06-24 | 2015-01-08 | 新日鉄住金エンジニアリング株式会社 | Foundation apex of offshore wind turbine generator system and foundation structure member of offshore wind turbine generator system |
| DE102015115645A1 (en) * | 2015-09-16 | 2017-03-16 | SIAG Industrie GmbH | Process for the production and erection of a tubular tower construction |
| CN108412700A (en) * | 2018-05-10 | 2018-08-17 | 长安大学 | A kind of ultra-tough fiber concrete generator pylon and its fabrication and installation method |
| US20180258604A1 (en) * | 2015-08-27 | 2018-09-13 | Wobben Properties Gmbh | Wind turbine |
| CN109296502A (en) * | 2018-11-06 | 2019-02-01 | 重庆大学 | A kind of prestressing force concrete-filled double skin steel tube wind-power tower and combinations thereof formula basis |
| CN112360697A (en) * | 2020-10-30 | 2021-02-12 | 廖明进 | Steel pipe concrete truss combination formula tower section of thick bamboo |
-
2021
- 2021-10-22 CN CN202111231141.0A patent/CN114000982A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015004351A (en) * | 2013-06-24 | 2015-01-08 | 新日鉄住金エンジニアリング株式会社 | Foundation apex of offshore wind turbine generator system and foundation structure member of offshore wind turbine generator system |
| CN103912006A (en) * | 2014-03-14 | 2014-07-09 | 中国水电顾问集团西北勘测设计研究院有限公司 | Assembled multi-pile foundation structure and construction method thereof |
| US20180258604A1 (en) * | 2015-08-27 | 2018-09-13 | Wobben Properties Gmbh | Wind turbine |
| DE102015115645A1 (en) * | 2015-09-16 | 2017-03-16 | SIAG Industrie GmbH | Process for the production and erection of a tubular tower construction |
| CN108412700A (en) * | 2018-05-10 | 2018-08-17 | 长安大学 | A kind of ultra-tough fiber concrete generator pylon and its fabrication and installation method |
| CN109296502A (en) * | 2018-11-06 | 2019-02-01 | 重庆大学 | A kind of prestressing force concrete-filled double skin steel tube wind-power tower and combinations thereof formula basis |
| CN112360697A (en) * | 2020-10-30 | 2021-02-12 | 廖明进 | Steel pipe concrete truss combination formula tower section of thick bamboo |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105179183A (en) | Prestressed concrete wind power tower system and construction method thereof | |
| JP2010065454A (en) | Foundation structure of tower-like structure | |
| CN102797643B (en) | A kind of wind power generation tower device | |
| CN112900513A (en) | High-performance wind power tower cylinder foundation reinforcing device | |
| JP6550611B2 (en) | Basic structure of tower structure | |
| CN113529779A (en) | Offshore wind power single-column variable-cross-section steel-concrete negative pressure cylinder foundation and construction method | |
| CN108506169A (en) | A kind of Wind turbines prestressing force stay-supported pylon increases method and structure | |
| JP2008223303A (en) | Foundation structure of tower-like structure | |
| CN216475153U (en) | Construction template system of offshore wind power high-rise pile cap | |
| CN210066493U (en) | Hoop mold for trestle hanging mold construction | |
| CN216108675U (en) | High-performance wind power tower cylinder foundation reinforcing device | |
| CN216407048U (en) | Wind-solar integrated power generation fan tower drum structure | |
| JP2013525635A (en) | Stand structure | |
| CN114000982A (en) | Fan tower cylinder structure based on annular plate constitutes inside and outside cushion cap structure | |
| CN106592622A (en) | Annular concrete based wind-driven generator foundation structure with vertical prestress | |
| CN216578490U (en) | Assembled cavity-spliced steel-concrete fan tower cylinder | |
| CN216407047U (en) | Fan tower cylinder structure with inner and outer bearing platform structures | |
| CN113982845A (en) | Fan tower cylinder structure with upper and lower ring beam structure transition sections | |
| CN205188991U (en) | Prefabricated assembled steel construction wind turbine foundation | |
| CN212615174U (en) | Novel fan pylon changeover portion structure | |
| CN211596789U (en) | Foundation pit supporting structure for suspension protection of large-diameter and large-weight pipeline | |
| CN205036512U (en) | Prestressed concrete wind -powered electricity generation pylon system | |
| CN106545471A (en) | The construction construction method of tower | |
| CN111155548A (en) | Prestressed anchor bolt foundation | |
| CN220151471U (en) | Steel tube concrete tower section of thick bamboo connection structure suitable for jacket fan foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |