CN115821972A - Assembled rock anchor rod foundation of power transmission line and construction method - Google Patents
Assembled rock anchor rod foundation of power transmission line and construction method Download PDFInfo
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- CN115821972A CN115821972A CN202211566156.7A CN202211566156A CN115821972A CN 115821972 A CN115821972 A CN 115821972A CN 202211566156 A CN202211566156 A CN 202211566156A CN 115821972 A CN115821972 A CN 115821972A
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Abstract
The invention discloses an assembled rock anchor rod foundation of a power transmission line and a construction method, wherein the assembled tower foundation and the rock anchor rod foundation are optimally combined to form the assembled rock anchor rod foundation, a bearing platform and a main column part are divided into a plurality of prefabricated components according to a certain size, a bearing platform bottom plate, a side plate, a main column and the like are prefabricated in advance through a factory, and the prefabricated bearing platform prefabricated components, the main column prefabricated components and the like are transported to a construction site for assembly, so that the construction quality of the foundation is improved, the on-site concrete curing time and the material consumption of the foundation are reduced, the construction period is shortened, the construction cost of the tower foundation is reduced, the environmental problems in the construction process are reduced, the use range of the anchor rod foundation and the assembled foundation is expanded, the mechanical tower construction of power transmission and transformation engineering is facilitated to be pushed, and the assembled tower foundation has good social and economic benefits and engineering application values.
Description
Technical Field
The invention relates to the technical field of transmission tower foundations, in particular to an assembled rock anchor rod foundation of a transmission line and a construction method.
Background
The transmission line foundation is different from a common building engineering foundation, and has high performance requirements on the tower foundation due to the fact that the transmission line is long in distance, the spanning area is wide, the terrain and geological conditions along the way are complex, the difference of physical and mechanical properties of foundation soil is large, and the tower foundation needs to consider pulling up, pressing down and horizontal thrust. The rock anchor rod foundation is drilled with an anchor rod machine, then concrete or mortar and the anchor rod are poured into the rock hole, and after the grouting and solidification, the anchor rod, the concrete and the rock form a whole body to resist various loads transmitted by a tower. The rock anchor rod foundation makes full use of the self shear strength of the rock, has good anti-pulling performance, can reduce the using amount of a base material, has less waste slag, has less excavation amount of soil and rock, reduces the damage to the original landform of a construction area, and is favorable for protecting vegetation and ecological environment. Most of the prior rock anchor rod foundations and construction methods still adopt anchor rod grouting, bearing platform and main column cast-in-place modes, the consumption of concrete is large, the construction sites are mostly mountainous areas, and the transportation construction conditions are limited; meanwhile, the cast-in-place foundation needs to maintain the concrete on site, and is easily influenced by construction environment, so that the quality of the concrete does not meet the expected standard; in addition, the foundation bearing platform adopting cast-in-place concrete can increase the manual workload and the construction process of a construction site, and is not beneficial to pushing and propelling the mechanized construction of the power transmission and transformation project.
Disclosure of Invention
The invention aims to make up for the defects of the existing rock anchor rod foundation, provides an assembled rock anchor rod foundation for a power transmission line and a construction method thereof, and solves the problems that the rock anchor rod foundation is low in construction efficiency, a tower foundation and raw materials are difficult to transport, the on-site concrete curing time is long, and the like.
In order to achieve the purpose, the invention adopts the technical scheme that: an assembled rock anchor rod foundation of a power transmission line comprises a prefabricated main column, a prefabricated bottom plate, prefabricated side plates, a connecting steel plate and an anchor rod; the number of the anchor rods is a plurality of, and the anchor rods are vertically placed in a rock stratum; the prefabricated bottom plate is provided with a plurality of holes which penetrate through the prefabricated bottom plate up and down, the anchor rod can penetrate through the holes to form a whole with the prefabricated bottom plate, the top of the prefabricated bottom plate is provided with a circle of groove, and the prefabricated side plate is fixed in the groove of the prefabricated bottom plate through a tenon-and-mortise structure; the prefabricated main column is vertically arranged at the center of the prefabricated bottom plate, and foundation bolts and longitudinal ribs are embedded in the prefabricated main column; the connecting steel plate is placed in a cavity formed by the prefabricated bottom plate and the prefabricated side plates, and the embedded foundation bolts, the longitudinal ribs and the anchor rod and the connecting steel plate are fixed through nuts.
Further, the anchor rod is fixed in the rock stratum through pouring concrete or cement mortar and forms a whole with the prefabricated bottom plate.
Furthermore, a plurality of rings are preset at the top of the prefabricated bottom plate, so that the prefabricated bottom plate is convenient to transport and install in engineering, and the upper layer and the lower layer of steel mesh pieces are pre-buried in the prefabricated bottom plate to ensure the bending bearing capacity of the prefabricated bottom plate.
Furthermore, the prefabricated main column is internally preset with a circular hoop reinforcement for ensuring the shear-resistant bearing capacity of the prefabricated main column.
Furthermore, the connection steel plate corresponding to pre-buried rag bolt in the prefabricated king post, indulge the muscle and the position of dowel sets up the preformed hole of the same quantity, rag bolt, indulge muscle and dowel pass the preformed hole and pass through the nut with the connection steel plate and be connected for prefabricated king post, connection steel plate and stock become whole.
Further, be provided with the gasket between connecting steel plate and the nut for increase the stress area, make connecting steel plate with rag bolt, vertical muscle, anchor bar's connection fastening avoids stress concentration.
Further, the cavity formed by the prefabricated bottom plate and the prefabricated side plates is filled by pouring micro-expansion fine stone concrete grout, and the concrete grout is provided with a horizontal plane which is positioned on the same plane as the top surface of the prefabricated side plates and the bottom surface of the prefabricated main column, so that the prefabricated main column, the prefabricated bottom plate, the prefabricated side plates, the connecting steel plates and the anchor rod form a whole.
Further, a layer of reinforcing mesh is placed between the prefabricated main column and the connecting steel plate to prevent concrete from cracking, and meanwhile, the overall rigidity is improved.
A construction method of an assembled rock anchor rod foundation of a power transmission line comprises the following steps: the method comprises the following steps of (a) prefabricating parts and (b) integrally assembling; wherein,
(a) Prefabricating parts: according to actual engineering requirements, prefabricating main columns, bottom plates, side plates and connecting steel plates with different sizes in a factory, and embedding the foundation bolts and the longitudinal bars in the main columns;
(b) And (3) integral assembly: and (3) penetrating anchor bars of the anchor rods and foundation bolts and longitudinal bars of the prefabricated main columns through corresponding holes in the connecting steel plates, fixing the anchor bars and the foundation bolts and the longitudinal bars through nuts, hoisting the main columns, enabling the anchor rods to penetrate through reserved holes in the bottom plate, hoisting the prefabricated side plates in grooves of the prefabricated bottom plate, and filling gaps with micro-expansion fine aggregate concrete grouting.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) The stress performance is good: the whole force transmission route of the foundation is clear and definite, all prefabricated parts are reliably connected, all steel members are effectively wrapped by concrete, and the durability is good; all the components are prefabricated and processed by factories and poured in situ, so that the precision and the quality are greatly improved.
(2) The transportation is convenient: the cushion cap and the main column are both formed by prefabricated components processed in factories, and compared with the traditional cast-in-place cushion cap and the main column, the prefabricated blocks are only required to be transported to the site for assembly, no material is wasted, the weight of each prefabricated component is moderate, and the transportation burden in mountainous areas is reduced.
(3) The engineering efficiency is improved: the bearing platform and the main column are both composed of prefabricated components, and compared with the traditional rock anchor rod foundation, the bearing platform and the main column can be prefabricated in a factory before construction is started, so that the time for pouring and on-site maintenance is saved; meanwhile, the hoisting rings can be additionally arranged on the prefabricated parts in the prefabricating process, so that later-stage hoisting and assembling are facilitated, the construction time is shortened, and the engineering efficiency is further improved.
(4) And (3) environmental protection: compared with the traditional foundation, the assembled foundation can realize the transfer of main link sites of building construction, the production of assembly parts is completed through a factory, the generation of construction wastes such as residual concrete, waste metal materials, packaging materials and the like in construction is reduced, the influence on the environment in transportation, stacking and processing of raw materials in a construction site is reduced, meanwhile, an anchor rod machine is adopted for drilling a rock anchor rod foundation, the process is advanced, the construction base surface is small, the self shear strength of rocks is fully utilized, the anti-pulling performance is good, the loss of the base materials is reduced, the waste slag is less, the amount of earth and stone prescription is less, the damage to the original landform of a mountain area is reduced, and the vegetation and ecological environment protection are facilitated.
(5) The method is suitable for mechanized construction of power transmission and transformation engineering: the assembly type is a convenient path for mechanical construction, compared with the traditional construction mode, the assembly type foundation can be designed and processed by a factory on the premise of meeting the quality and performance of the tower foundation, and has a relatively complete standard design system; meanwhile, the assembly parts can be additionally assembled and transformed in a factory according to actual construction requirements, and corresponding construction instruments are matched, so that the mechanical construction of the power transmission and transformation project can be pushed conveniently.
Drawings
FIG. 1 is a schematic elevational view of the present invention;
FIGS. 2 and 3 are front and cross-sectional views, respectively, of a prefabricated main column according to the present invention;
FIGS. 4 and 5 are front and cross-sectional views, respectively, of a prefabricated panel according to the invention;
FIGS. 6 and 7 are front and cross-sectional views, respectively, of a prefabricated side panel of the present invention;
FIG. 8 is a front view of the connecting steel plate of the present invention;
FIG. 9 is a front view of the anchor of the present invention;
FIG. 10 is a view showing a construction of the connection between the longitudinal bars or the anchor bars and the connecting steel plates in the present invention;
FIG. 11 is a view showing a construction of a coupling between an anchor bolt and a coupling steel plate according to the present invention.
In the figure: 01. prefabricating a main column; 11. a main column body; 12. anchor bolts; 13. longitudinal ribs; 14. hooping; 02. prefabricating a bottom plate; 21. a hoisting ring; 22. reinforcing mesh sheets; 03. prefabricating a side plate; 04. connecting steel plates; 41. a first preformed hole; 42. a second preformed hole; 43. a third preformed hole; 05. an anchor rod; 51. anchoring section concrete; 52. anchoring ribs; 06. adjusting the nut; 07. a double nut.
Detailed Description
The invention will be further described in detail with reference to examples of embodiments shown in the drawings to which, however, the invention is not restricted.
As shown in fig. 1, the up, down, equal and relative positions refer to the up, down, equal and relative positions in the drawing, the vertical direction is the vertical direction arranged in the drawing, and the horizontal direction is perpendicular to the vertical direction. Transmission line assembled rock stock basis includes prefabricated principal post 01, prefabricated bottom plate 02, prefabricated curb plate 03, connecting plate 04 and stock 05 in this embodiment.
As shown in fig. 2 and 3, the cross section of the prefabricated main column 01 in the vertical direction is circular, the prefabricated main column 01 comprises a main column main body 11, anchor bolts 12, longitudinal ribs 13 and stirrups 14, the anchor bolts 12 are pre-embedded in the main column main body 11 in advance by a factory, the length of the anchor bolts exceeds that of the main column main body 11, the top of the anchor bolts is used for being connected with a tower foot plate, the bottom of the anchor bolts is connected with a connecting steel plate 04 through adjusting nuts 06 and double nuts 07, the connecting structure of the anchor bolts is shown in fig. 11, the adjusting nuts 06 are arranged above the connecting steel plate 04, the double nuts 07 are arranged below the connecting steel plate 04, and backing plates are arranged between the nuts and the connecting steel plate 04; the longitudinal ribs 13 are pre-buried in the main body 11 in a surrounding manner, the bottoms of the longitudinal ribs are exposed out of the main column body 11 and are connected with the connecting steel plate 04 through the adjusting nuts 06 and the double nuts 07, the connecting structure of the longitudinal ribs is shown in fig. 10, the double nuts 07 are arranged on the upper surface of the connecting steel plate 04, the adjusting nuts 06 are arranged on the lower surface of the connecting steel plate 04, and the base plates are arranged between the nuts and the connecting steel plate 04; the stirrups 14 are embedded in the main column body 11 to ensure that the spatial positions of the longitudinal bars 13 are accurate and enhance the stress strength of the prefabricated main column 01.
As shown in fig. 1, 4 and 5, the prefabricated bottom plate 02 is square, a plurality of hanging rings 21 are preset at the top of the prefabricated bottom plate 02, so that the prefabricated bottom plate is convenient to transport and mount in a project, two layers of steel mesh sheets 22 are pre-embedded in the prefabricated bottom plate 02 to ensure the quality of the prefabricated bottom plate, a circle of groove for mounting the prefabricated side plate 03 is reserved at the top of the prefabricated bottom plate 02, and a plurality of holes penetrating through the prefabricated bottom plate 02 are reserved on the prefabricated bottom plate 02 and used for allowing anchor rods 05 to pass through (as shown in fig. 9).
As shown in fig. 1, 6 and 7, the prefabricated side plate 03 is installed in a groove around the prefabricated bottom plate 02 and connected with the prefabricated bottom plate 02 through a mortise and tenon structure.
As shown in fig. 1 and 8, the connection steel plate 04 is a square or circular steel plate, the connection steel plate 04 is placed in a cavity formed by the prefabricated bottom plate 02 and the prefabricated side plate 03, the first preformed holes 41 and the second preformed holes 42 in the same number are arranged at positions corresponding to the embedded anchor bolts 12 and the longitudinal ribs 13 in the prefabricated main column 01, the third preformed holes 43 in the same number are arranged at positions corresponding to the anchor bars of the anchor rods 05, the embedded anchor bolts 12 and the longitudinal ribs 13 are penetrated through the first preformed holes 41 and the second preformed holes 42 and connected with the connection steel plate 04, and the anchor bars are penetrated through the third preformed holes 43 and connected with the connection steel plate 04, so that the prefabricated main column 01, the connection steel plate 04 and the anchor rods 05 are connected with each other.
As shown in fig. 1 and 9, the anchor rods 05 are vertically placed in a rock stratum, each anchor rod 05 comprises an anchoring section concrete (or cement mortar) 51 and an anchor bar 52 arranged in the anchoring section concrete (or cement mortar), each anchor rod 05 is integrated with the prefabricated base plate 02 through the anchoring section concrete or cement mortar, each prefabricated base plate 02 hole corresponds to one anchor rod 05, the upper parts of the anchor bars 52 are exposed out of a cavity formed by the prefabricated base plate 02 and the prefabricated side plate 03 through the prefabricated base plate 02 holes, the top parts of the anchor rods are connected with a connecting steel plate 04 through adjusting nuts 06 and double nuts 07, the connecting structure of the anchor rods is shown in fig. 10, double nuts 07 are arranged on the connecting steel plate 04, adjusting nuts 06 are arranged on the lower parts of the connecting steel plate 04, and a cushion plate is arranged between the nuts and the connecting steel plate 04.
As shown in fig. 1, the cavity formed by the prefabricated bottom plate 02 and the prefabricated side plate 03 is filled with micro-expansion fine aggregate concrete, the prefabricated main column 01, the prefabricated bottom plate 02, the prefabricated side plate 03, the connecting steel plate 04 and the anchor rod 05 are integrated into a stable integral structure through concrete grouting, the stability and the supporting strength are improved, the connecting steel plate is protected from being corroded by the environment, a layer of reinforcing mesh is placed between the prefabricated main column 01 and the connecting steel plate 04 before grouting, concrete cracking can be prevented, and the strength of concrete is improved.
Claims (8)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211566156.7A CN115821972B (en) | 2022-12-07 | 2022-12-07 | A prefabricated rock anchor foundation for power transmission lines and its construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211566156.7A CN115821972B (en) | 2022-12-07 | 2022-12-07 | A prefabricated rock anchor foundation for power transmission lines and its construction method |
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| Publication Number | Publication Date |
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| CN115821972A true CN115821972A (en) | 2023-03-21 |
| CN115821972B CN115821972B (en) | 2025-11-25 |
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| Application Number | Title | Priority Date | Filing Date |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116927239A (en) * | 2023-08-30 | 2023-10-24 | 三峡大学 | Assembled rock anchor rod foundation for power transmission line and simulation method |
| CN116927234A (en) * | 2023-08-24 | 2023-10-24 | 广州市天作建筑规划设计有限公司 | An engineering pile also serves as a supporting pile structure and construction method |
| CN117811466A (en) * | 2023-12-29 | 2024-04-02 | 中国电建集团北京勘测设计研究院有限公司 | Photovoltaic bracket connecting piece for rock anchor rod foundation and construction method |
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| CN210395412U (en) * | 2019-06-27 | 2020-04-24 | 中国电力工程顾问集团西南电力设计院有限公司 | Prestressed anchor pile uplift foundation suitable for overhead transmission line in mountain area |
| CN210443992U (en) * | 2018-09-29 | 2020-05-01 | 冯嘉楷 | Novel cable trench |
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| CN216999825U (en) * | 2022-01-10 | 2022-07-19 | 中国能源建设集团山西省电力勘测设计院有限公司 | Steel skeleton foundation frame structure of power transmission line tower for anchor group on rock |
| CN114991142A (en) * | 2022-07-12 | 2022-09-02 | 国网山东省电力公司建设公司 | An assembled slab-rock bolt composite foundation and construction method |
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2022
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| JPH07305356A (en) * | 1994-05-13 | 1995-11-21 | Sekisui House Ltd | Support device for column base |
| CN204715393U (en) * | 2015-03-17 | 2015-10-21 | 石健 | The long anchor rod type foundation structure of rock |
| CN107964979A (en) * | 2017-12-26 | 2018-04-27 | 国家电网公司 | A kind of transmission line of electricity combining structure assembled cushion cap anchor rod foundation |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116927234A (en) * | 2023-08-24 | 2023-10-24 | 广州市天作建筑规划设计有限公司 | An engineering pile also serves as a supporting pile structure and construction method |
| CN116927239A (en) * | 2023-08-30 | 2023-10-24 | 三峡大学 | Assembled rock anchor rod foundation for power transmission line and simulation method |
| CN116927239B (en) * | 2023-08-30 | 2026-01-30 | 三峡大学 | A prefabricated rock anchor foundation for power transmission lines and its simulation method |
| CN117811466A (en) * | 2023-12-29 | 2024-04-02 | 中国电建集团北京勘测设计研究院有限公司 | Photovoltaic bracket connecting piece for rock anchor rod foundation and construction method |
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| Publication number | Publication date |
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| CN115821972B (en) | 2025-11-25 |
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