CN112283045A - Framework type external prestress anti-fatigue steel tower structure - Google Patents
Framework type external prestress anti-fatigue steel tower structure Download PDFInfo
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- CN112283045A CN112283045A CN202010935410.0A CN202010935410A CN112283045A CN 112283045 A CN112283045 A CN 112283045A CN 202010935410 A CN202010935410 A CN 202010935410A CN 112283045 A CN112283045 A CN 112283045A
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/80—Ground anchors
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- 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
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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 invention discloses a framework type external prestress anti-fatigue steel tower structure, which comprises a plurality of sections of steel pipe columns, wherein each section of steel pipe column is connected into a tower column from bottom to top through a flange and a bolt, the top end and the bottom end of each section of steel pipe column are respectively provided with an upper end flange plate and a lower end flange plate, the outside of each section of steel pipe column is provided with a prestress anchor cable, the upper anchor point of the prestress anchor cable outside each section of steel pipe column penetrates through the upper end flange plate of the section of steel pipe column and the lower end flange plate of the adjacent upper section of steel pipe column and is fixed above the lower end flange plate of the adjacent upper section of steel pipe column through an anchor head, the lower anchor point of the prestress anchor cable outside each section of steel pipe column penetrates through the lower end flange plate of the section of steel pipe column and the upper end flange plate of the adjacent lower section of steel pipe column and is fixed below the upper end flange plate of the adjacent lower section of steel pipe column through the anchor head, the steel pipe tower structure, simple installation and convenient maintenance.
Description
Technical Field
The invention belongs to the technical field of high-rise steel structures, and particularly relates to a framework type external prestress anti-fatigue steel tower structure.
Background
With the development of high-rise steel structures and wind power generation towers, aiming at the problem that fatigue effect of the high-rise steel structures, particularly the wind power generation towers and the like under the action of wind load and mechanical operation is obvious, a framework type steel structure tower is adopted for improving the lower material utilization rate and the integral rigidity, but the steel structure fatigue problem becomes a limiting condition for fully utilizing structural materials. In order to improve the utilization rate of materials, the prestressed framework type tower structure can enable the steel pipe column to be always in a pressed state under the working condition of normal use, and besides the working condition under extreme weather, no tensile stress appears in the steel pipe column, so that the development of micro and macro cracks can be inhibited, the fatigue damage can be prevented, and the fatigue life of the steel pipe column can be prolonged. At present, the steel pipe column is always in a pressed state under the normal use working condition by generally adopting an in-vivo prestress method, but the in-vivo prestress requires that a stay cable or an anchor cable is penetrated in the steel pipe column, so that the construction and installation are complicated.
Disclosure of Invention
In order to overcome the technical problems in the prior art, the invention aims to provide a framework type external prestressed anti-fatigue steel tower structure, wherein a prestressed anchor cable is arranged outside a steel pipe column, so that the installation is simple and convenient, and the maintenance is convenient.
The invention provides a framework type external prestress anti-fatigue steel tower structure, which comprises a plurality of sections of steel pipe columns, cross rods and inclined rods, wherein the steel pipe columns are connected into a tower column from bottom to top through flanges and bolts, the transverse rod is horizontally fixed on an adjacent tower column, the inclined rods are fixed on the adjacent tower column in a crossed mode, an upper end flange plate and a lower end flange plate are arranged at the top end and the bottom end of each section of the steel pipe column respectively, a prestressed anchor cable is arranged outside each section of the steel pipe column, an upper anchor point of the prestressed anchor cable outside each section of the steel pipe column penetrates through the upper end flange plate of the section of the steel pipe column and the lower end flange plate of the adjacent upper section of the steel pipe column and is fixed above the lower end flange plate of the adjacent upper section of the steel pipe column through an anchor head, and a lower anchor point of the prestressed anchor cable outside each section of the steel pipe column penetrates through the lower end flange plate of the section of the steel pipe column and the upper end flange plate of the adjacent lower section of the steel pipe column and is fixed below the upper end flange plate of the adjacent.
Furthermore, a steel casting is fixed at the top end of the uppermost steel pipe column, a steel casting flange plate is arranged at the bottom end of the steel casting, an upper anchor point of a prestressed anchor cable outside the uppermost steel pipe column penetrates through the upper end flange plate of the steel pipe column and the steel casting flange plate and is fixed above the steel casting flange plate through an anchor head, and a lower anchor point of the prestressed anchor cable outside the uppermost steel pipe column penetrates through the lower end flange plate of the steel pipe column and the upper end flange plate of the next adjacent steel pipe column and is fixed below the upper end flange plate of the next adjacent steel pipe column through the anchor head.
Further, a concrete foundation is fixed at the bottom end of the lowest steel pipe column, a bottom anchor plate is arranged at the bottom of the concrete foundation, an upper anchor point of a prestressed anchor cable outside the steel pipe column penetrates through an upper end flange plate of the steel pipe column and a lower end flange plate of an adjacent upper steel pipe column and is fixed above a lower end flange plate of the adjacent upper steel pipe column through an anchor head, and a lower anchor point of a prestressed anchor cable outside the steel pipe column penetrates through a lower end flange plate of the steel pipe column and the bottom anchor plate at the bottom of the concrete foundation and is fixed on the bottom anchor plate through the anchor head.
Furthermore, a lower end flange plate of the lowest steel pipe column and a bottom anchor plate are fixed through a prestressed anchor bolt, an upper anchor point of the prestressed anchor bolt penetrates through the lower end flange plate of the lowest steel pipe column and is fixed above the lower end flange plate through an anchor head, and a lower anchor point of the prestressed anchor cable penetrates through a concrete foundation and the bottom anchor plate at the bottom of the concrete foundation and is fixed below the bottom anchor plate through the anchor head.
Furthermore, the prestressed anchor cables outside the two adjacent steel pipe columns are distributed at intervals.
Furthermore, a plurality of prestressed anchor cables are arranged outside each section of the steel pipe column.
Further, the installation steps of the framework type external prestressed fatigue-resistant steel tower structure provided by the embodiment are as follows:
(1) the method comprises the following steps that a PVC sleeve is sleeved outside the middle-lower section of a prestressed anchor bolt and the middle-lower section of a prestressed anchor cable outside the lowest steel pipe column in advance, the prestressed anchor bolt, the prestressed anchor cable outside the lowest steel pipe column and a bottom anchor plate are arranged in a steel reinforcement cage according to design positions, and the lower anchor point of the prestressed anchor bolt and the lower anchor cable outside the lowest steel pipe column is fixed with the bottom anchor plate through bolts;
(2) pouring a concrete foundation, after the concrete foundation is poured and hardened, installing the lowest section of steel pipe column on the concrete foundation through a prestressed anchor bolt, tensioning the prestressed anchor bolt anchor and anchoring the prestressed anchor bolt anchor on a lower end flange plate of the lowest section of steel pipe column to enable the prestressed anchor bolt and the concrete foundation to form an unbonded prestressed self-balancing system;
(3) connecting the rest steel pipe columns section by section from bottom to top into tower columns through an upper end flange plate, a lower end flange plate and bolts, connecting corresponding cross rods and inclined rods through bolts, and installing prestressed anchor cables outside each section of steel pipe columns through anchor heads;
(4) and after the steel tower is installed, tensioning the prestressed anchor cables at the positions of the flange plate at the lower end of each section of the steel pipe column and the flange plate of the steel casting, tensioning the external prestressed anchor cables of each section of the steel pipe column to a required prestress value, and anchoring the prestressed anchor cables on the corresponding flange plates through anchor heads.
The invention provides a framework type external prestress anti-fatigue steel tower structure, which has the beneficial effects that: (1) the prestressed anchor cables are arranged outside each section of steel pipe column, the prestressed anchor cables are tensioned to corresponding design values in the installation process and are anchored on corresponding flange plates through anchor heads, so that the internal forces of the prestressed anchor cables and the steel pipe columns are balanced, the steel pipe columns are in a stressed state, and under the action of wind load and mechanical operation under normal working conditions, the tension force generated in the steel pipe columns on the tensioned side of the tower columns is smaller than the pretension force exerted outside the steel pipe columns, so that the steel pipe columns are always kept in the stressed state, the development of micro and macro cracks can be inhibited, the fatigue life of the columns is prolonged, and the columns can work continuously for a long time even if fatigue cracks occur; (2) the prestressed anchor cable is arranged outside the steel pipe column, so that the construction mechanization degree is high, the operation is simple, and the time is saved; (3) under the action of external load, the internal force conditions of all sections of steel pipe columns from bottom to top are different, the pretension values required when all the sections of steel pipe columns are in a pressed state under the normal use working condition are also different, sectional tensioning can be realized through the external prestressed anchor cables, the pretension values are determined according to the specific conditions of all the sections of steel pipe columns, and the influence of excessive pretension on the limit bearing capacity of part of tower columns is avoided.
Drawings
FIG. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a schematic structural view of a steel pipe column;
FIG. 3 is a schematic view of the connection structure of the uppermost steel pipe column and a steel casting;
FIG. 4 is a schematic view of a connection structure of a lowest section of a steel pipe column and a concrete foundation;
FIG. 5 is a schematic view of the structure of the bottom anchor plate.
Wherein: 1. steel pipe columns; 2. a pre-stressed anchor cable; 3. an anchor head; 4. a bolt; 5. pre-stressed anchor bolts; 6. a bottom anchor plate; 7, a concrete foundation; 8. a lower end flange plate; 9. an upper end flange plate; 10. casting steel; 11. a steel casting flange plate; 12. a cross bar; 13. a diagonal bar; 14. a tower column.
Detailed Description
The present invention provides a structural frame type external prestressed fatigue-resistant steel tower structure, which is described in detail below with reference to the accompanying drawings.
Referring to fig. 1-5, a framework type external prestress anti-fatigue steel tower structure comprises a plurality of sections of steel pipe columns 1, cross rods 12 and inclined rods 13, wherein each section of steel pipe column 1 is connected into a tower column 14 from bottom to top through a flange and a bolt 4, the tower columns 14 are provided with 4 cross rods 12, the cross rods 12 are horizontally fixed on the adjacent tower columns 14, the inclined rods 13 are fixed on the adjacent tower columns 14 in a crossed manner, and each section of steel pipe column 1, the cross rods 12 and the inclined rods 13 are connected into a steel tower frame. Specifically, the top end and the bottom end of each section of steel pipe column 1 are respectively provided with an upper end flange plate 9 and a lower end flange plate 8, each section of steel pipe column 1 is connected through the upper end flange plate 9, the lower end flange plate 8 and bolts 4, the cross rods 12 and the inclined rods 13 are connected with each section of steel pipe column 1 through the bolts 4, and the bolts 4 are friction type high-strength bolts.
In this embodiment, the external portion of each steel pipe column 1 is provided with a prestressed anchor cable 2, the upper anchor point of the prestressed anchor cable 2 external portion of each steel pipe column 1 passes through the upper end flange plate 9 of the steel pipe column 1 and the lower end flange plate 8 of the adjacent upper steel pipe column 1 and is fixed above the lower end flange plate 8 of the adjacent upper steel pipe column 1 through the anchor head 3, the lower anchor point of the prestressed anchor cable 2 external portion of each steel pipe column 1 passes through the lower end flange plate 8 of the steel pipe column 1 and the upper end flange plate 9 of the adjacent lower steel pipe column and is fixed below the upper end flange plate 9 of the adjacent lower steel pipe column 1 through the anchor head 3, in this embodiment, the prestressed anchor cable 2 is arranged outside the steel pipe column 1, the installation operation is simple, and the prestressed anchor cable 2 is arranged in sections, and section-by-section tensioning can be realized, so as to determine the prestressed tension value according to the specific situation of each steel pipe column 1.
In this embodiment, in order to firmly fix the top and the bottom of the tower column 14, the concrete connection mode between the uppermost steel pipe column 1 and the lowermost steel pipe column 1 is as follows:
a steel casting 10 is fixed at the top end of the uppermost steel pipe column 1, a steel casting flange plate 11 is arranged at the bottom end of the steel casting 10, an upper anchor point of a prestressed anchor cable 2 outside the uppermost steel pipe column 1 penetrates through an upper end flange plate 9 of the steel pipe column 1 and the steel casting flange plate 11 and is fixed above the steel casting flange plate 11 through an anchor head 3, and a lower anchor point of the prestressed anchor cable 2 outside the uppermost steel pipe column 1 penetrates through a lower end flange plate 8 of the steel pipe column 1 and an upper end flange plate 9 of an adjacent next steel pipe column 1 and is fixed below the upper end flange plate 9 of the adjacent next steel pipe column 1 through the anchor head 3;
a concrete foundation 7 is fixed at the bottom end of the lowest section of the steel pipe column 1, a bottom anchor plate 6 is arranged at the bottom of the concrete foundation 7, an upper anchor point of a prestressed anchor cable 2 outside the lowest section of the steel pipe column 1 penetrates through an upper flange plate 9 of the section of the steel pipe column 1 and a lower flange plate 8 of an adjacent upper section of the steel pipe column 1 and is fixed above a lower flange plate 8 of the adjacent upper section of the steel pipe column 1 through an anchor head 3, a lower anchor point of the prestressed anchor cable 2 outside the lowest section of the steel pipe column 1 penetrates through the lower flange plate 8 of the section of the steel pipe column 1 and the bottom anchor plate 6 and is fixed on the bottom anchor plate 6 through the anchor head 3, a prestressed anchor bolt 5 is fixed between the lower flange plate 8 of the lowest section of the steel pipe column 1 and the bottom anchor plate 6, an upper anchor point of the prestressed anchor bolt 5 penetrates through the lower flange plate 8 of the lowest section of the steel pipe column 1 and is fixed above the lower flange plate 8 through the anchor head 3, and a lower anchor point of the concrete foundation 7 and the The anchor head 3 is fixed below the bottom anchor plate 6, and PVC sleeves are sleeved on the middle lower section of the prestressed anchor cable 2 outside the lowest steel pipe column and the prestressed anchor bolt 5, namely PVC sleeves are sleeved on the prestressed anchor cable 2 between the bottom anchor plate 6 and the lower end flange plate 8 of the lowest steel pipe column 1 and the prestressed anchor bolt 5, so that the prestressed anchor bolt 5, the prestressed anchor cable 2 outside the lowest steel pipe column and the concrete foundation 7 are unbonded, and the prestressed anchor bolt 5 is tensioned after the concrete foundation 7 is poured and hardened, so that an unbonded prestressed self-balancing system is formed between the prestressed anchor bolt 5 and the concrete foundation 7.
In this embodiment, 8 prestressed anchor cables 2 are arranged outside each section of steel pipe column 1, and the prestressed anchor cables 2 outside two adjacent steel pipe columns 1 are distributed at intervals, so that the prestress can be controlled in a segmented manner.
The installation steps of the framework type external prestress anti-fatigue steel tower structure provided by the embodiment are as follows:
(1) PVC sleeves are sleeved outside the middle-lower sections of the prestressed anchor bolts 5 and the prestressed anchor cables 2 outside the lowest steel pipe column 1 in advance, the prestressed anchor bolts 5, the prestressed anchor cables 2 outside the lowest steel pipe column 1 and the bottom anchor plates 6 are arranged in a reinforcement cage according to design positions, and the prestressed anchor bolts 5 and the lower anchor points of the prestressed anchor cables 2 outside the lowest steel pipe column 1 are fixed with the bottom anchor plates 6 through bolts 4;
(2) pouring a concrete foundation 7, after the concrete foundation 7 is poured and hardened, installing the lowest section of the steel pipe column 1 on the concrete foundation 7 through a prestressed anchor bolt 5, tensioning the prestressed anchor bolt 5 and anchoring the prestressed anchor bolt 5 on a lower end flange plate 8 of the lowest section of the steel pipe column 1, so that the prestressed anchor bolt 5 and the concrete foundation 7 form an unbonded prestressed self-balancing system;
(3) connecting the rest steel pipe columns 1 section by section from bottom to top into a tower column 14 through an upper end flange plate 9, a lower end flange plate 8 and bolts 4, connecting corresponding cross rods 12 and inclined rods 13 through the bolts 4, and installing prestressed anchor cables 2 outside each section of steel pipe column 1 through anchor heads 3;
(4) and after the steel tower is installed, tensioning the prestressed anchor cables 2 at the positions of the flange plates 8 at the lower end of each section of the steel pipe column 1 and the flange plates 11 of the steel casting, tensioning the external prestressed anchor cables 2 of each section of the steel pipe column 1 to a required prestress value, and anchoring the prestressed anchor cables to the corresponding flange plates through the anchor heads 3.
Claims (7)
1. The utility model provides an external prestressing force antifatigue steel pylon structure of framework formula which characterized in that: comprises a plurality of sections of steel pipe columns, cross rods and inclined rods, wherein each section of steel pipe column is connected into a tower column from bottom to top through a flange and a bolt, the transverse rod is horizontally fixed on an adjacent tower column, the inclined rods are fixed on the adjacent tower column in a crossed mode, an upper end flange plate and a lower end flange plate are arranged at the top end and the bottom end of each section of the steel pipe column respectively, a prestressed anchor cable is arranged outside each section of the steel pipe column, an upper anchor point of the prestressed anchor cable outside each section of the steel pipe column penetrates through the upper end flange plate of the section of the steel pipe column and the lower end flange plate of the adjacent upper section of the steel pipe column and is fixed above the lower end flange plate of the adjacent upper section of the steel pipe column through an anchor head, and a lower anchor point of the prestressed anchor cable outside each section of the steel pipe column penetrates through the lower end flange plate of the section of the steel pipe column and the upper end flange plate of the adjacent lower section of the steel pipe column and is fixed below the upper end flange plate of the adjacent.
2. A framed external prestressed fatigue-resistant steel tower structure according to claim 1, wherein: the steel casting is fixed at the top end of the uppermost steel pipe column, a steel casting flange plate is arranged at the bottom end of the steel casting, an upper anchor point of a prestressed anchor cable outside the uppermost steel pipe column penetrates through the upper end flange plate of the uppermost steel pipe column and the steel casting flange plate and is fixed above the steel casting flange plate through an anchor head, and a lower anchor point of the prestressed anchor cable outside the uppermost steel pipe column penetrates through the lower end flange plate of the uppermost steel pipe column and the upper end flange plate of the next adjacent steel pipe column and is fixed below the upper end flange plate of the next adjacent steel pipe column through the anchor head.
3. A framed external prestressed fatigue-resistant steel tower structure according to claim 1, wherein: the bottom end of the steel pipe column at the lowest section is fixed with a concrete foundation, the bottom of the concrete foundation is provided with a bottom anchor plate, the upper anchor point of the prestressed anchor cable outside the steel pipe column at the lowest section penetrates through the upper end flange plate of the steel pipe column and the lower end flange plate of the adjacent upper steel pipe column and is fixed above the lower end flange plate of the adjacent upper steel pipe column through an anchor head, and the lower anchor point of the prestressed anchor cable outside the steel pipe column at the lowest section penetrates through the lower end flange plate of the steel pipe column and the bottom anchor plate at the bottom of the concrete foundation and is fixed on the bottom anchor plate through the anchor head.
4. A framed external prestressed fatigue-resistant steel tower structure according to claim 3, wherein: and the lower anchor point of the prestressed anchor cable passes through the concrete foundation and the bottom anchor plate of the concrete foundation and is fixed below the bottom anchor plate through the anchor head.
5. A framed external prestressed fatigue-resistant steel tower structure according to claim 1, wherein: and the prestressed anchor cables outside the two adjacent steel pipe columns are distributed at intervals.
6. A framed external prestressed fatigue-resistant steel tower structure according to claim 1, wherein: and a plurality of prestressed anchor cables are arranged outside each section of the steel pipe column.
7. A framed external prestressed fatigue-resistant steel tower construction according to any of claims 1-6, installed by the following steps:
(1) the method comprises the following steps that a PVC sleeve is sleeved outside the middle-lower section of a prestressed anchor bolt and the middle-lower section of a prestressed anchor cable outside the lowest steel pipe column in advance, the prestressed anchor bolt, the prestressed anchor cable outside the lowest steel pipe column and a bottom anchor plate are arranged in a steel reinforcement cage according to design positions, and the lower anchor point of the prestressed anchor bolt and the lower anchor cable outside the lowest steel pipe column is fixed with the bottom anchor plate through bolts;
(2) pouring a concrete foundation, after the concrete foundation is poured and hardened, installing the lowest section of steel pipe column on the concrete foundation through a prestressed anchor bolt, tensioning the prestressed anchor bolt anchor and anchoring the prestressed anchor bolt anchor on a lower end flange plate of the lowest section of steel pipe column to enable the prestressed anchor bolt and the concrete foundation to form an unbonded prestressed self-balancing system;
(3) connecting the rest steel pipe columns section by section from bottom to top into tower columns through an upper end flange plate, a lower end flange plate and bolts, connecting corresponding cross rods and inclined rods through bolts, and installing prestressed anchor cables outside each section of steel pipe columns through anchor heads;
(4) and after the steel tower is installed, tensioning the prestressed anchor cables at the positions of the flange plate at the lower end of each section of the steel pipe column and the flange plate of the steel casting, tensioning the external prestressed anchor cables of each section of the steel pipe column to a required prestress value, and anchoring the prestressed anchor cables on the corresponding flange plates through anchor heads.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010935410.0A CN112283045A (en) | 2020-09-08 | 2020-09-08 | Framework type external prestress anti-fatigue steel tower structure |
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| CN202010935410.0A CN112283045A (en) | 2020-09-08 | 2020-09-08 | Framework type external prestress anti-fatigue steel tower structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114837897A (en) * | 2021-02-02 | 2022-08-02 | 上海市机电设计研究院有限公司 | Wind power tower cylinder with all-section tensioning prestressed concrete structure |
| CN116464221A (en) * | 2023-04-27 | 2023-07-21 | 青岛华斯壮能源科技有限公司 | Steel pipe concrete external prestress structure, wind power tower and installation method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114837897A (en) * | 2021-02-02 | 2022-08-02 | 上海市机电设计研究院有限公司 | Wind power tower cylinder with all-section tensioning prestressed concrete structure |
| CN116464221A (en) * | 2023-04-27 | 2023-07-21 | 青岛华斯壮能源科技有限公司 | Steel pipe concrete external prestress structure, wind power tower and installation method |
| CN116464221B (en) * | 2023-04-27 | 2024-07-30 | 青岛华斯壮能源科技有限公司 | Steel pipe concrete external prestress structure, wind power tower and installation method |
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Application publication date: 20210129 |