CN213298182U - 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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- CN213298182U CN213298182U CN202021945506.7U CN202021945506U CN213298182U CN 213298182 U CN213298182 U CN 213298182U CN 202021945506 U CN202021945506 U CN 202021945506U CN 213298182 U CN213298182 U CN 213298182U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/728—Onshore wind turbines
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Abstract
The utility model discloses a framework type external prestress anti-fatigue steel tower structure, which comprises a plurality of sections of steel pipe columns, 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 outer part 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 passes 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 passes 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 column structure, simple installation and convenient maintenance.
Description
Technical Field
The utility model belongs to the technical field of the steel construction that stands tall and erects, concretely relates to framework formula external prestressing force antifatigue steel pylon 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.
SUMMERY OF THE UTILITY MODEL
In order to overcome the technical problem that exists in the prior art, the utility model aims to provide an external prestressing force antifatigue steel pylon structure of framework formula installs the prestressed anchorage cable outside the steel-pipe column, and the simple installation is convenient for maintain.
The utility model provides a pair of external prestressing force antifatigue steel pylon structure of framework, including a plurality of sections steel-pipe column, each section steel-pipe column is from supreme flange and bolted connection through down being the column, every section the top and the bottom of steel-pipe column are provided with upper end flange board and lower extreme flange board respectively, every section the outside of steel-pipe column all is provided with prestressed anchorage cable, every section the last anchor point of the external prestressed anchorage cable of steel-pipe column passes the upper end flange board of this section steel-pipe column and the lower extreme flange board of the adjacent last section steel-pipe column and is fixed in the lower extreme flange board top of this adjacent last section steel-pipe column through the anchor head, every section the lower anchor point of the external prestressed anchorage cable of steel-pipe column passes the lower extreme flange board of this section steel-pipe column and the upper end flange board of the adjacent next section steel-pipe column and is fixed in the upper end flange board below of this adjacent next section steel-pipe column.
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, PVC sleeves are sleeved on the middle-lower section of the prestressed anchor cable and the prestressed anchor bolt outside the lowest section of the steel pipe column.
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.
The utility model provides a pair of external prestressing force antifatigue steel pylon structure of framework formula, its beneficial effect is: (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 anti-fatigue steel tower structure, which is described in detail below with reference to the attached 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 the embodiment, the external part of each section of steel pipe column 1 is provided with the prestressed anchor cable 2, the upper anchor point of the prestressed anchor cable 2 outside each section of steel pipe column 1 passes through the upper end flange plate 9 of the section of steel pipe column 1 and the lower end flange plate 8 of the adjacent upper section of steel pipe column 1 and is fixed above the lower end flange plate 8 of the adjacent upper section of steel pipe column 1 through the anchor head 3, the lower anchor point of the prestressed anchor cable 2 outside each section of steel pipe column 1 passes through the lower end flange plate 8 of the section of steel pipe column 1 and the upper end flange plate 9 of the adjacent lower section of steel pipe column and is fixed below the upper end flange plate 9 of the adjacent lower section of steel pipe column 1 through the anchor head 3, in the embodiment, the prestressed anchor cable 2 is arranged outside the steel pipe column 1, the installation operation is simple and convenient, and the prestressed anchor cable 2 is arranged, the sectional tensioning can be realized, so that different pre-tensioning force values can be applied according to the specific conditions of each section of the 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 arranged on the middle lower section of the prestressed anchor cable 2 outside the lowest steel pipe column 1 and the outer sleeve of the prestressed anchor bolt 5, namely PVC sleeves are arranged 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 outer sleeve of 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: the steel pipe column comprises a plurality of sections of steel pipe columns, each section of steel pipe column is connected into a tower column through a flange and a bolt from bottom to top, an upper end flange plate and a lower end flange plate are respectively arranged at the top end and the bottom end of each section of steel pipe column, a prestressed anchor cable is arranged outside each section of steel pipe column, an upper anchor point of the prestressed 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, and a lower anchor point of the prestressed 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.
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 4, wherein: and PVC sleeves are sleeved on the middle-lower section of the prestressed anchor cable and the prestressed anchor bolt outside the steel pipe column at the lowest section.
6. 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.
7. 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021945506.7U CN213298182U (en) | 2020-09-08 | 2020-09-08 | Framework type external prestress anti-fatigue steel tower structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021945506.7U CN213298182U (en) | 2020-09-08 | 2020-09-08 | Framework type external prestress anti-fatigue steel tower structure |
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| Publication Number | Publication Date |
|---|---|
| CN213298182U true CN213298182U (en) | 2021-05-28 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202021945506.7U Active CN213298182U (en) | 2020-09-08 | 2020-09-08 | Framework type external prestress anti-fatigue steel tower structure |
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| Country | Link |
|---|---|
| CN (1) | CN213298182U (en) |
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- 2020-09-08 CN CN202021945506.7U patent/CN213298182U/en active Active
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