CN219261097U - Variable cross-section type rock anchor rod foundation for overhead transmission line - Google Patents
Variable cross-section type rock anchor rod foundation for overhead transmission line Download PDFInfo
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- CN219261097U CN219261097U CN202320113488.3U CN202320113488U CN219261097U CN 219261097 U CN219261097 U CN 219261097U CN 202320113488 U CN202320113488 U CN 202320113488U CN 219261097 U CN219261097 U CN 219261097U
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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
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Abstract
The utility model discloses a variable cross-section rock anchor rod foundation of an overhead transmission line, which comprises the following components: each anchor rod comprises an upper anchor rod, a lower anchor rod and a middle anchor rod, wherein the upper anchor rod is positioned in a bearing platform and consists of anchor bars, the lower anchor rod is positioned in a rock, the middle anchor rod is positioned between the upper anchor rod and the lower anchor rod, and the middle anchor rod consists of the anchor bars positioned in the center and a first anchoring agent poured outside the anchor bars; the upper portion of cushion cap is provided with the stand, the upper surface of stand exceeds the body ground. On one hand, the composite foundation is formed by the middle anchor rod and the soil body at the lower part of the bearing platform, so that the construction of the upper covering soil layer in a large excavation mode can be avoided, and the damage to the environment is reduced; on the other hand, through setting up the bigger middle anchor rod of diameter, increased the cross-sectional area of stock in the overburden, improved the shear capacity of stock basis to effectively resist horizontal force, very big reduction horizontal load is to the influence of stock basis's pull-up bearing capacity.
Description
Technical Field
The utility model belongs to the technical field of overhead transmission line foundations, and particularly relates to a variable cross-section type rock anchor rod foundation of an overhead transmission line.
Background
The rock anchor rod foundation can fully utilize the anti-pulling bearing performance of the rock foundation, so that the construction mechanization degree is high, the construction equipment is small in size and small in environmental damage, and the rock anchor rod foundation is a 'resource-saving and environment-friendly' foundation type and is favored in the foundation selection of overhead transmission lines in recent years.
The existing electric power industry standard 'design rule of anchor rod foundation of overhead transmission line' DL/T5544-2018 considers that the tensile property of the anchor rod is fully exerted when the downward bearing capacity and the horizontal bearing capacity of the anchor rod foundation are ensured, and the depth of rock embedding of the anchor rod foundation bearing platform is not less than 0.5m. When the bearing platform enters the rock, the bearing platform is mainly contacted with the side rock soil layer to balance the horizontal force, so that the increase of horizontal and vertical displacement caused by the existence of horizontal load is avoided, and the condition of influencing the pull-up bearing capacity of the anchor rod foundation is avoided. Secondly, when the bearing platform is embedded with rock, the bearing capacity of the bearing platform is higher, so that the rock mass at the lower part of the bearing platform can be ensured not to be crushed. However, in combination with the prior engineering application practice, the mountain power transmission line tends to have large terrain gradient, different thickness of a covering layer and different weathering degrees of bedrock, and particularly, a large number of tower positions of a soil-rock combined foundation and a steep slope terrain exist.
When the bearing platform enters the rock, the horizontal force is balanced by the contact of the bearing platform and the side rock soil layer, when the bearing platform cannot effectively enter the rock, the sectional area of the existing anchor rod is too small, so that the shearing resistance is weak, the horizontal force is difficult to resist, the horizontal load can cause the increase of horizontal and vertical displacement, and the upward pulling bearing capacity of the anchor rod foundation is affected, so that the complex geological condition is generally constructed by adopting a large excavation mode for the upper covering soil layer, the requirement of the bearing platform rock embedding is met, the environment is damaged greatly due to the situation, and the application range of the anchor rod foundation in a mountain area is limited greatly.
Disclosure of Invention
The utility model provides a variable cross-section rock anchor rod foundation of an overhead transmission line, which is applied to areas with complex geological conditions (such as a soil-rock combined foundation, steep slope terrains, a bearing platform non-rock embedding type and the like), and can avoid construction of an upper covering soil layer in a large excavation mode, so that damage to the environment is reduced; meanwhile, the soil body at the lower part of the bearing platform can be prevented from being crushed, so that horizontal force is effectively resisted.
The utility model provides a variable cross-section rock anchor rod foundation of an overhead transmission line, which comprises the following components:
each anchor rod comprises an upper anchor rod, a lower anchor rod and a middle anchor rod, wherein the upper anchor rod is positioned in a bearing platform and consists of anchor bars, the lower anchor rod is positioned below a rock face and consists of anchor bars, and the middle anchor rod is positioned between the upper anchor rod and the lower anchor rod;
the middle anchor rod consists of an anchor rib positioned in the center and a first anchoring agent poured on the outer surface of the anchor rib;
the lower anchor rod consists of an anchor bar positioned in the center and a second anchoring agent poured outside the anchor bar;
the upper portion of cushion cap is provided with the stand, the upper surface of stand exceeds the body ground.
Further, the cross sections of the stand column and the bearing platform are square or round, the side length of the stand column is smaller than that of the bearing platform, and the diameter of the stand column is smaller than that of the bearing platform.
Further, the cross section of the lower anchor rod is circular, and the diameter d of the lower anchor rod is 2 The size of (2) is 90-130 mm.
Further, the cross section of the middle anchor rod is circular, and the diameter d of the middle anchor rod 1 The size of (2) is 200-400 mm.
Further, the distance d between adjacent anchor rods 3 Diameter d of the middle anchor rod 1 1.5 to 3 times of the total weight of the composition.
Further, the top of the middle anchor rod is abutted below the bearing platform, and the bottom of the middle anchor rod is inserted into the rock face.
Further, the depth H of the middle anchor rod inserted into the rock face 2 The range of (2) is 0.1 to 0.3m.
Further, the height H of the middle anchor rod 1 0.5 to 2.0m.
Compared with the prior art, the utility model has the following beneficial effects:
1. the composite foundation is formed by the middle anchor rod and the soil body at the lower part of the bearing platform, is applied to areas with complex geological conditions (such as a soil-rock composite foundation, steep slope topography, non-embedded rock of the bearing platform and the like), can prevent the soil body at the lower part of the bearing platform from being crushed under the condition of non-embedded rock of the bearing platform, can prevent the upper covering soil layer from being constructed in a large excavation mode, and reduces the damage to the environment;
2. diameter of existing anchor and diameter d of lower anchor of the present utility model 2 The utility model increases the cross section area of the anchor rod in the covering layer and improves the shearing resistance of the anchor rod foundation by arranging the middle anchor rod with larger diameter than the existing anchor rod, thereby effectively resisting horizontal force and greatly reducing the influence of horizontal load on the pull-up bearing capacity of the anchor rod foundation.
Drawings
FIG. 1, a schematic view of a first embodiment variable cross-section novel rock bolt of the present utility model;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
FIG. 3 is a schematic view of a second embodiment variable cross-section novel rock bolt of the present utility model;
fig. 4 is an enlarged schematic view at B in fig. 3.
In the figure: 1. a column; 2. bearing platform; 3. a bolt; 31. an upper anchor rod; 32. a middle anchor rod; 33. a lower anchor rod; 34. anchor bars; 35. a first anchoring agent; 36. a second anchoring agent; 4. soil body ground; 5. a rock face; d, d 1 The diameter of the middle anchor rod; d, d 2 The diameter of the lower anchor rod; d, d 3 Spacing between adjacent anchor rods; d, d 4 The distance from the edge of the anchor rod to the edge of the bearing platform; h 1 Length of the middle anchor rod; h 2 The depth of the middle anchor rod inserted into the rock face; h 3 And the distance between the top of the upper anchor rod and the bearing platform.
Detailed Description
For a further understanding of the utility model, its features and advantages, reference is made to the following examples which are described in detail below with reference to the drawings.
Referring to fig. 1 to 4, the utility model discloses a variable cross-section rock anchor foundation of an overhead transmission line, which comprises a plurality of anchor rods 3 which are vertically distributed at intervals, wherein each anchor rod 3 comprises an upper anchor rod 31 which is positioned in a bearing platform 2 and is formed by anchor bars 34, a lower anchor rod 33 which is positioned below a rock surface 5 and is formed by anchor bars 34, and a middle anchor rod 32 which is positioned between the upper anchor rod 31 and the lower anchor rod 33; the middle anchor rod 32 consists of a centrally located anchor bar 34 and a first anchoring agent 35 poured outside the anchor bar; the lower anchor rod 33 is composed of an anchor bar 34 positioned at the center and a second anchoring agent 36 poured outside the lower anchor rod; the upper portion of cushion cap 2 is provided with stand 1, and the upper surface of stand 1 exceeds earth body ground 4.
The variable cross-section rock anchor rod foundation forms a composite foundation with the soil body at the lower part of the bearing platform 2 through the middle anchor rod 32, is applied to areas with complex geological conditions (such as a soil-rock composite foundation, steep slope topography, bearing platform non-rock-embedding and the like), can prevent the soil body at the lower part of the bearing platform from being crushed under the condition that the bearing platform is not rock-embedding, can prevent the construction of an upper covering soil layer in a large excavation mode, and reduces the damage to the environment; on the other hand the diameter of the existing anchor and the diameter d of the lower anchor of the present utility model 2 The utility model increases the cross section area of the anchor rod in the covering layer and improves the shearing resistance of the anchor rod foundation by arranging the middle anchor rod with larger diameter than the existing anchor rod, thereby effectively resisting horizontal force and greatly reducing the influence of horizontal load on the pull-up bearing capacity of the anchor rod foundation.
According to the current specifications, the anchor rod foundation has stricter requirements on tower position selection, the general tower position covering layer is not more than 2.5m, the lower covering bedrock is IV-class rocks and above, the gradient of the tower position is not more than 20 degrees, and the like, the application range is narrow, and the application proportion of the anchor rod foundation in recent extra-high voltage engineering is not more than 15 percent according to incomplete statistics. In the recent extra-high voltage direct current transmission line engineering, the tower positions which cannot be used by the anchor rod foundation due to the complex conditions (such as a soil-rock combined foundation, a steep slope topography, a bearing platform non-rock embedding and the like) all reach more than 50% of the full line. Therefore, research on new anchor rod foundation types under complex terrain and geological conditions is needed in the industry to improve the application rate of the anchor rod foundation.
FIGS. 1-2 show the present utility modelThe first embodiment of the new type, in which the rock face 5 is inclined, the height H of the central bolts 32 on the left and right sides 1 Different, its height H 1 The range of (2) is 0.5-2.0 m. Height H 1 The value of (2) is mainly determined by the thickness of the cover layer, the height H 1 Minimum 0.5m, to meet its minimum strength requirement.
In the first embodiment of the utility model, as shown in fig. 2, the number of the anchor rods 3 is 9, the anchor rods 3 are uniformly distributed in a rectangular array mode, the cross sections of the upright posts 1 and the bearing platforms 2 are square, but the anchor rods 3 can also be arranged in an annular array mode. In this embodiment, the distance d between adjacent anchors 3 3 Diameter d of the central anchor 32 2 Is 2 times as large as the above. But the ratio may take other values between 1.5 and 3.
As also shown in fig. 2, on the anchor bar 3 closest to the edge of the abutment, the distance d from the edge of the first anchoring agent 35 to the edge of the abutment 2 4 The size of (2) is 150-250 mm.
In the first embodiment of the present utility model, as shown in FIG. 1, the distance H between the top of the upper anchor 31 and the upper surface of the deck 2 3 Typically 50mm, the above-mentioned distance H 3 I.e. the thickness of the protective layer, in order to avoid rust of the anchor bar 34 when exposed to air.
In a first embodiment of the utility model, the upright 1 is connected to the pylon (not shown) by means of anchor bolts or by means of insert angles. In this embodiment, the anchor 34 is made of high-strength steel bars with the grade of HRB335, HRB400 or HRB 500.
In the first embodiment, the top of the middle anchor 32 abuts under the cap 2 and the bottom of the middle anchor 32 is inserted into the rock face 5. Depth H of insertion of the center bolt 32 into the rock face 5 2 The range of (2) is 0.1 to 0.3m.
Fig. 3 to 4 show a second embodiment of the present utility model, which is different from the first embodiment in that the rock face 5 is horizontal and the height H of the center bolts 32 on both the left and right sides 1 The same, its height H 1 The range of (2) is 0.5-2.0 m.
In a second embodiment of the utility model, shown in fig. 3, the cross sections of the upright 1 and the platform 2 are square, and the side length of the upright 1 is smaller than the side length of the platform 2. In addition, when the cross section of the platform 2 is square, the cross section of the upright 1 may be circular. The cross sections of the upright posts 1 and the bearing platform 2 can also be round, and the diameter of the upright posts 1 is smaller than that of the bearing platform 2.
In the second embodiment, as shown in FIG. 4, the lower anchor 33 has a circular cross section with a diameter d 2 Is 100mm in size, but d 2 Other values within 90-130 mm may also be used. The cross section of the central anchor 32 is circular with a diameter d 1 Is 300mm in size, but d 1 Other values within 200-400 mm may also be used.
In both embodiments of the utility model, the height of the lower anchor 33 is typically 3-8 m, as required by the specification. The height of the bearing platform 2 is 1.0-1.8 m, which is the height of the upper anchor rod 31 plus the protective layer H 3 Is a value of (2).
The construction steps of the variable cross-section rock anchor rod foundation of the overhead transmission line are as follows:
1) Digging a foundation pit to the bottom design elevation of the bearing platform 2;
2) After the ground is leveled, the drilling machine is in place, the drilling is carried out until the design depth shown by the anchor rod 3 is reached, and the middle anchor rod 32 is reamed to the design requirement;
3) Placing the anchor bars 34 after hole cleaning, wherein whether the transverse or longitudinal reinforcement bars are arranged in the first anchoring agent 35 in the middle anchor rod 32 can be determined according to calculation;
4) The second anchor 36 and the first anchor 35 are injected into the lower anchor 33 and the middle anchor 32, respectively;
5) Curing according to the requirement of the anchoring agent;
6) And finally, carrying out an anchor rod detection test, and binding and concreting the reinforcement cage of the upper upright post 1 and the bearing platform 2 after the anchor rod detection test is qualified.
In the above step 2), the middle anchor rod 32 may be constructed first, and then drilling may be continued to the design depth shown in the anchor rod 3.
In this embodiment, the materials of the first anchoring agent 35 and the second anchoring agent 36 may be fine stone concrete, self-compacting concrete or cement-based grouting materials. When fine stone concrete is adopted, 5% -10% of micro-expanding agent is preferably added; when cement-based grouting materials are used, class III may be used.
It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
Although embodiments of the present utility model have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the utility model, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. The utility model provides an overhead transmission line variable cross-section formula rock stock basis which characterized in that includes:
a plurality of vertically spaced anchor rods (3), each of the anchor rods (3) comprising an upper anchor rod (31) comprising anchor bars (34) located in the platform (2), a lower anchor rod (33) comprising anchor bars (34) located below the rock face (5), and a middle anchor rod (32) located between the upper anchor rod (31) and the lower anchor rod (33);
the middle anchor rod (32) consists of an anchor rib (34) positioned in the center and a first anchoring agent (35) poured outside the anchor rib;
the lower anchor rod (33) consists of an anchor rib (34) positioned at the center and a second anchoring agent (36) poured outside the lower anchor rod;
the upper portion of cushion cap (2) is provided with stand (1), the upper surface of stand (1) exceeds soil body ground (4).
2. The variable cross-section rock bolt foundation for an overhead transmission line of claim 1, wherein: the cross sections of the upright post (1) and the bearing platform (2) are square or round, the side length of the upright post (1) is smaller than that of the bearing platform (2), and the diameter of the upright post (1) is smaller than that of the bearing platform (2).
3. The variable cross-section rock bolt foundation for an overhead transmission line of claim 1, wherein: the cross section of the lower anchor rod (33) is circular, and the diameter d thereof 2 The size of (2) is 90-130 mm.
4. The variable cross-section rock bolt foundation for an overhead transmission line of claim 1, wherein: the cross section of the middle anchor rod (32) is circular, and the diameter d thereof 1 The size of (2) is 200-400 mm.
5. The variable cross-section rock bolt foundation for an overhead transmission line of claim 4, wherein: distance d between adjacent anchor rods (3) 3 Is the diameter d of the middle anchor rod (32) 1 1.5 to 3 times of the total weight of the composition.
6. The variable cross-section rock bolt foundation for an overhead transmission line of claim 1, wherein: the top of the middle anchor rod (32) is abutted under the bearing platform (2), and the bottom of the middle anchor rod (32) is inserted into the rock face (5).
7. The variable cross-section rock bolt foundation for an overhead transmission line of claim 6, wherein: depth H of insertion of the intermediate anchor (32) into the rock face (5) 2 The range of (2) is 0.1 to 0.3m.
8. An overhead transmission line variable cross-section rock bolt foundation according to any one of claims 6 or 7, characterised in thatThe method comprises the following steps: height H of the middle anchor rod (32) 1 0.5 to 2.0m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320113488.3U CN219261097U (en) | 2023-01-17 | 2023-01-17 | Variable cross-section type rock anchor rod foundation for overhead transmission line |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202320113488.3U CN219261097U (en) | 2023-01-17 | 2023-01-17 | Variable cross-section type rock anchor rod foundation for overhead transmission line |
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| CN219261097U true CN219261097U (en) | 2023-06-27 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117592169A (en) * | 2024-01-02 | 2024-02-23 | 中国电力工程顾问集团中南电力设计院有限公司 | Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line |
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2023
- 2023-01-17 CN CN202320113488.3U patent/CN219261097U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117592169A (en) * | 2024-01-02 | 2024-02-23 | 中国电力工程顾问集团中南电力设计院有限公司 | Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line |
| CN117592169B (en) * | 2024-01-02 | 2024-05-28 | 中国电力工程顾问集团中南电力设计院有限公司 | Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line |
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