CN203361182U - Unequal-length bottom-expanded rock anchor pile of power transmission pole tower - Google Patents
Unequal-length bottom-expanded rock anchor pile of power transmission pole tower Download PDFInfo
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- CN203361182U CN203361182U CN 201320464198 CN201320464198U CN203361182U CN 203361182 U CN203361182 U CN 203361182U CN 201320464198 CN201320464198 CN 201320464198 CN 201320464198 U CN201320464198 U CN 201320464198U CN 203361182 U CN203361182 U CN 203361182U
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- anchoring pile
- rock
- cushion cap
- isometric
- expands
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Abstract
The utility model discloses an unequal-length bottom-expanded rock anchor pile of a power transmission pole tower. The rock anchor pile comprises two big parts, namely a bearing platform and a plurality of anchor piles, wherein the plurality of anchor piles are fixedly connected with the bearing platform; the bottom part of each anchor pile is provided with an expanded head and the bottom parts of the anchor piles are staggered up and down; the anchor piles are internally injected with grout to fix anchor rods. The bearing platform is partially embedded in a cover stratum and a rock stratum, the cover stratum is on the upper surface of the rock stratum, and the surface of the cover stratum serves as a designed ground surface. The rock anchor pile has the beneficial effects of being high in uplift bearing capacity and short in construction period, saving the use amounts of foundation concrete and steel, and achieving an applicable range without limit of complex terrains of mountainous areas.
Description
Technical field
The utility model relates to a kind of anchoring pile pattern that is applicable to not weathering, gentle breeze, medium weathering or highly weathered rock, particularly relates to the transmission tower rock and expands the not isometric anchoring pile in the end, belongs to high pressure, super-pressure, UHV transmission line pole and tower foundation field.
Background technology
At present, domestic field of overhead power transmission lines, the conventional basic pattern adopted of mountain route engineering has: the patterns such as Rock Embed based, the oblique anchor formula of rock basis, bearing platform type anchoring pile basis, the straight anchor formula of rock basis.Rock Embed based is because construction the time adopts the modes such as artificial rock drilling or light shot to construct, long construction period and with very large potential safety hazard, basis concrete used and steel material are all very large, due to the alpine terrain complexity, steel and finished product concrete transportation instrument can not directly arrive job site, can only adopt the mode of a dead lift, this has just made increase invisible in the foundation construction process basic operating expenses.Bearing platform type anchoring pile basis is more satisfactory basic pattern with the relative Rock Embed based in rock straight anchor formula basis, but because anchoring pile is equal in length, while on bearing, pulling out load action, the tensile stress maximum on the same depth anchoring pile shearing resistance of foundation bottom cross section, stressed the most unfavorable.
The utility model content
The purpose of this utility model is the deficiency that overcomes pole and tower foundation pattern in the work transmission line of existing mountain area, provide a kind of transmission tower rock to expand the not isometric anchoring pile in the end, have advantages of that anti-pulling capacity is high, the construction period is short, save base concrete and rolled steel dosage, the scope of application are not subject to mountain area complex-terrain restriction.
Above-mentioned purpose of the present utility model, can implement by the following technical programs:
The transmission tower rock expands the not isometric anchoring pile in the end, comprises cushion cap and anchoring pile two large divisions, and described cushion cap below is fixedly connected with some anchoring piles, and described anchoring pile is not isometric layout; The part of described cushion cap is embedded in covering layer and rock stratum, and the remainder of described cushion cap is exposed at outside covering layer; The upper surface of described rock stratum has covering layer, and described tectal upper surface is design ground, and described covering layer is completely weathered rock or gravelly soil.
Described anchoring pile is inner by the grouting material fixing anchor bar, described anchoring pile comprises straight anchor section and enlarged footing two parts, the height of enlarged base that the discrepancy in elevation that staggers bottom between described anchoring pile is 1.5～2.0 times and be not less than 500mm, described enlarged footing is arranged on anchoring pile bottom, described straight anchor sector hole footpath is bolt diameter 2～3 times, described enlarged footing diameter and highly be 1.5～3.0 times of straight anchor sector hole footpath, described cushion cap is concrete structure.
Described grouting material is pea gravel concreten or the mortar that is not less than the C20 level.
Described cushion cap is square cushion cap or circular cushion cap.
Described cushion cap thickness is more than or equal to overburden cover.
Described cushion cap is consistent with anchoring pile with the grouting material strength grade.
The utility model transmission tower rock expands the not isometric anchoring pile in the end and has the following advantages:
1, the upper and lower interlaced arrangement in the adjacent anchoring pile of the utility model bottom, avoided the situation of anchoring pile bottom on same level of shear face, while making anchoring pile pull out load action on bearing, improved greatly anchoring pile basal bed integral anti-shearing and cut ability.
2, the utility model anchoring pile lower end adopts the enlarged footing mode, with tradition, the enlarged footing mode is not set and compares, and while on bearing, pulling out load action, has greatly improved resisting of anchoring pile and has pulled out ability, and anchoring pile firmly is anchored in rock stratum.
3, the utility model anchoring pile flexible arrangement as the case may be, make the basic scope of application not be subject to the restriction of alpine terrain condition, and the more traditional anchoring pile of range of application is greatly improved.
While 4, constructing due to the utility model, coverage is little, has reduced the column foot destruction of original landforms on every side, has protected natural environment.
5, the utility model construction is far smaller than other basic patterns with concrete and steel, but the decrease material usage is saved engineering cost.
The accompanying drawing explanation
Fig. 1 is that the square cushion cap of the utility model expands the not isometric anchoring pile schematic diagram in the end;
The top view that Fig. 2 is Fig. 1;
Fig. 3 is that the circular cushion cap of the utility model expands the not isometric anchoring pile schematic diagram in the end;
The top view that Fig. 4 is Fig. 3;
Wherein, 1, cushion cap, 2, covering layer, 3, anchoring pile, 4, design ground, 5, rock stratum, 6, anchor pole, 7, grouting material.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment, the utility model is described in further detail.
As Figure 1-4, the transmission tower rock expands the not isometric anchoring pile in the end, comprise cushion cap 1 and anchoring pile 3 two large divisions, described cushion cap 1 below is fixedly connected with some anchoring piles 3, and described cushion cap 1 is concrete structure, and between described anchoring pile 3, bottom is not isometric layout, described anchoring pile 3 is inner by grouting material 7 fixing anchor bars 6, the part of described cushion cap 1 is embedded in covering layer 2 and rock stratum 5, and the upper surface of rock stratum 5 has covering layer 2, and the surface of described covering layer 2 is design ground 4.
Described anchoring pile 3 comprises straight anchor section and enlarged footing two parts, and described enlarged footing is arranged on anchoring pile 3 bottom, and straight anchor sector hole footpath is 2～3 times of anchor pole 6 diameters, enlarged footing diameter and be highly 1.5～3.0 times of straight anchor sector hole footpath.
Described grouting material 7 is for being not less than pea gravel concreten or the mortar of C20 level.
Enlarged footing that the height that adjacent anchoring pile 3 staggers bottom is 1.5～2.0 times 4 height and be not less than 500mm.
Described cushion cap 1 is square cushion cap or circular cushion cap.
Described cushion cap 1 thickness is more than or equal to covering layer 2 thickness.
Described cushion cap 1 grouting material 7 strength grades are consistent with anchoring pile 3.
Although above-mentioned, by reference to the accompanying drawings the specific embodiment of the present utility model is described; but be not the restriction to the utility model protection domain; one of ordinary skill in the art should be understood that; on the basis of the technical solution of the utility model, those skilled in the art do not need to pay various modifications that creative work can make or distortion still in protection domain of the present utility model.
Claims (10)
1. the transmission tower rock expands the not isometric anchoring pile in the end, it is characterized in that, comprise cushion cap and anchoring pile two large divisions, described cushion cap below is fixedly connected with some anchoring piles, described anchoring pile is embedded in covering layer and rock stratum for not isometric layout, the part of described cushion cap, and the remainder of described cushion cap is exposed at outside covering layer, the upper surface of described rock stratum has covering layer, and described tectal upper surface is design ground.
2. transmission tower rock as claimed in claim 1 expands the not isometric anchoring pile in the end, it is characterized in that, described anchoring pile is inner, and by the grouting material fixing anchor bar, described anchoring pile comprises straight anchor section and enlarged footing two parts, and described enlarged footing is arranged on anchoring pile bottom.
3. transmission tower rock as claimed in claim 2 expands the not isometric anchoring pile in the end, it is characterized in that, described straight anchor sector hole footpath is bolt diameter 2～3 times.
4. transmission tower rock as claimed in claim 2 expands the not isometric anchoring pile in the end, it is characterized in that described enlarged footing diameter and highly be 1.5～3.0 times of straight anchor sector hole footpath.
5. transmission tower rock as claimed in claim 1 expands the not isometric anchoring pile in the end, it is characterized in that, described cushion cap is concrete structure.
6. transmission tower rock as claimed in claim 1 expands the not isometric anchoring pile in the end, it is characterized in that the height of enlarged base that the discrepancy in elevation that staggers bottom between described anchoring pile is 1.5～2.0 times and be not less than 500mm.
7. transmission tower rock as described as claim 1 or 5 expands the not isometric anchoring pile in the end, it is characterized in that, described cushion cap is square cushion cap or circular cushion cap.
8. transmission tower rock as described as claim 1 or 5 expands the not isometric anchoring pile in the end, it is characterized in that, described cushion cap thickness is more than or equal to overburden cover.
9. transmission tower rock as claimed in claim 1 expands the not isometric anchoring pile in the end, it is characterized in that, the grouting material strength grade of described cushion cap is consistent with the grouting material of anchoring pile.
10. transmission tower rock as described as claim 2 or 9 expands the not isometric anchoring pile in the end, it is characterized in that, described grouting material is pea gravel concreten or the mortar that is not less than the C20 level.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320464198 CN203361182U (en) | 2013-07-31 | 2013-07-31 | Unequal-length bottom-expanded rock anchor pile of power transmission pole tower |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320464198 CN203361182U (en) | 2013-07-31 | 2013-07-31 | Unequal-length bottom-expanded rock anchor pile of power transmission pole tower |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203361182U true CN203361182U (en) | 2013-12-25 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320464198 Expired - Lifetime CN203361182U (en) | 2013-07-31 | 2013-07-31 | Unequal-length bottom-expanded rock anchor pile of power transmission pole tower |
Country Status (1)
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| CN (1) | CN203361182U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103726503A (en) * | 2014-01-08 | 2014-04-16 | 中铁十一局集团有限公司 | Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof |
| CN107816054A (en) * | 2017-12-01 | 2018-03-20 | 绍兴大明电力设计院有限公司 | Flexible roof bolt basis |
| CN109162273A (en) * | 2018-09-05 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of novel anchor rod stake |
-
2013
- 2013-07-31 CN CN 201320464198 patent/CN203361182U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103726503A (en) * | 2014-01-08 | 2014-04-16 | 中铁十一局集团有限公司 | Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof |
| CN103726503B (en) * | 2014-01-08 | 2015-07-08 | 中铁十一局集团有限公司 | Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof |
| CN107816054A (en) * | 2017-12-01 | 2018-03-20 | 绍兴大明电力设计院有限公司 | Flexible roof bolt basis |
| CN109162273A (en) * | 2018-09-05 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of novel anchor rod stake |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20131225 |