CN102337913A - Novel wedge seam type anchor structure - Google Patents
Novel wedge seam type anchor structure Download PDFInfo
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- CN102337913A CN102337913A CN2011102776973A CN201110277697A CN102337913A CN 102337913 A CN102337913 A CN 102337913A CN 2011102776973 A CN2011102776973 A CN 2011102776973A CN 201110277697 A CN201110277697 A CN 201110277697A CN 102337913 A CN102337913 A CN 102337913A
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- wedge
- anchor pole
- wedge seam
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Abstract
The invention belongs to the technical field of slope reinforcement of open-pit mining in metal mining, in particular to a novel wedge seam type anchor structure. The novel wedge seam type anchor structure comprises an anchor rod, a wedge seam, a base plate and a nut, and is characterized in that the front end of the anchor head of the anchor rod with the wedge seam is designed to be a cone, the diameter of the large end of the cone is more than the diameter of the anchor rod, and the diameter of the small end of the cone is equal to the diameter of the anchor rod. The novel wedge seam type anchor structure has the advantages that: in the invention, the shape of the front end of the anchor head of the wedge seam type anchor rod is changed to be the cone instead of original cylinder, therefore, after the wedge seam type anchor rod is anchored, the stress state of hole wall rock under the effect of front end part of the anchor head is changed to be surface contact stress from point contact stress, a wedge is inserted into the wedge seam, the breaking of the rock hole wall of the wedge seam after being extruded caused by concentrated stress is obviously lightened, and the anchoring effect is obviously enhanced.
Description
Technical field
The invention belongs to opencast mining reinforcing side slope technique field in the metallic ore mining, relate in particular to a kind of novel peg block rock bolt structure.
Background technology
Bolt support has become a kind of principal mode of mine laneway, geotechnics and other underground engineering support as the mine slope reinforcing technique; Existing anchor pole kind is a lot; Comprise anchor pole, wedging method, backing plate and nut etc.; Its anchor pole anchor head front end is made generally in cylindrical, and along with chock is constantly clamp-oned anchor pole anchor head front end is opened, and extruding gets into anchoring in the rock.The other end at anchor pole is processed into rib-loop, overlaps upper padding plate then, and the nut of screwing on is fastening in addition and apply certain prestressing force.The drawback of the maximum of this anchor pole is the anchoring effect failure phenomenon to occur.Main cause is that the position and the hole wall rock that get into rock in anchor pole anchor head extruding are contact conditions, or minimum area contact condition, and is stressed too concentrated.This tends to the hole wall rock is produced very big compressive stress
σ, work as compressive stress
σUltimate compressive strength greater than rock
σ 0 The time, will make the hole wall rock be extruded fragmentation, what the rock of hole wall can be broken during soft rock is serious, and when the other end fastening nut of anchor pole applied prestressing force to anchor pole, the rock of hole wall received bigger extruding force especially, and what the hole wall rock can be broken is more serious.The possibility that this just causes the anchoring position of anchor pole can occur becoming flexible in the later stage, the anchoring position of anchor pole be in case loosening, the prestressing force that the imposes on anchor pole part that will disappear, loosening when serious prestressing force can disappear seriously, cause anchor rod anchored inefficacy.
The stress of the point of wedging method type anchor pole anchor head front end contact for a change avoids the hole wall rock to be extruded the serious fragmentation in back, with the change of anchor pole anchor head front end shape; Make it to become face contact stress from a contact stress; The contact area of anchor head front end and the hole wall rock of anchor pole is increased, so not only can reduce the phenomenon that stress is concentrated, and the contact area increase of anchor rod anchored section front end and hole wall rock; Thereby frictional force increases, and more helps strengthening the anchoring effect of anchor pole.
Summary of the invention
The object of the present invention is to provide a kind of deficiency that prior art exists that overcome, improve the novel peg block rock bolt structure of anchoring effect of anchor pole.
The objective of the invention is to realize through following technical proposals:
Novel peg block rock bolt structure of the present invention; Comprise anchor pole, wedging method, backing plate and nut; It is characterized in that the anchor pole anchor head Front-end Design that has wedging method becomes Rotary-table, the diameter of the stub end of described Rotary-table is greater than bolt diameter, and the little head end of its Rotary-table equals bolt diameter.
The hypotenuse of Rotary-table of the present invention equates with the angle of horizontal plane with the hypotenuse of chock with the angle of horizontal plane.
Advantage of the present invention is:
Because the present invention has changed the shape of formula anchor pole anchor head front end; Change into the Rotary-table shape by original cylindrical shape; Make it after anchoring, anchor head front end position hole wall rock stress becomes face contact stress by a contact stress, and chock is inserted wedging method; Wedging method rock hole wall is extruded the back stress and concentrates the broken phenomenon that causes obviously to alleviate, and the effect of anchoring is significantly improved.
Description of drawings
Fig. 1 is a structural representation of the present invention.
The specific embodiment
Below in conjunction with the description of drawings specific embodiment of the present invention.
As shown in Figure 1: novel peg block rock bolt structure of the present invention; Comprise anchor pole 1, wedging method 2, backing plate and nut; It is characterized in that the anchor pole anchor head Front-end Design that has wedging method 2 becomes Rotary-table 3; The diameter of the stub end of described Rotary-table 3 is greater than bolt diameter, and the little head end of its Rotary-table equals bolt diameter.The diameter of Rotary-table major part of the present invention is than the big 6mm～8mm of diameter of anchor pole.
The hypotenuse of Rotary-table 3 of the present invention equates with the angle of horizontal plane with the hypotenuse of chock 4 with the angle of horizontal plane.
General anchor pole 1 length confirms that according to requirement of engineering generally at 1.5m～2.5m, diameter of phi is 18mm～25mm during making; The overstriking that can extend during special requirement, the Rotary-table shape length L of anchor pole anchor head front end is 25mm, the top diameter d of Rotary-table equals the diameter of anchor pole; The diameter D of Rotary-table major part is than the big 6mm of bolt diameter; When for example bolt diameter was 20mm, the diameter D of Rotary-table major part was 26mm, and top diameter is 20mm.Seam: long is 200mm.Width is 5mm.
Chock: length 180mm is than wedging method 2 short 20mm.Chock 4 width equal the diameter of anchor pole.Chock thickness depends on the hard degree of aperture and rock, and when bore diameter was 32mm, the thickness of chock was 25mm, and the chock tip thickness is 2mm.
The screw thread processing length 150mm that the anchor pole other end is fastening section, and dispose nut, backing plate is length of side 200mm, and the steel plate of thick 10mm is processed, and the centre is drilled with the hole than the big 2mm～3mm of bolt diameter.
Because the present invention has changed the shape of peg block rock bolt anchor head front end; Change into the Rotary-table shape by original cylindrical shape; The Rotary-table that can guarantee anchor pole all is pressed in the rock hole wall; The Rotary-table major part can get in the rock hole wall, makes the surface of anchor pole and rock hole wall connect increase, formation face contact stress.So not only can reduce the phenomenon that stress is concentrated, and the increase of the contact area of anchor pole anchor head front end and hole wall rock, thereby frictional force increases, and more helps strengthening the anchoring effect of anchor pole.
Claims (3)
1. novel peg block rock bolt structure; Comprise anchor pole, wedging method, backing plate and nut; It is characterized in that the anchor pole anchor head Front-end Design that has wedging method becomes Rotary-table, the diameter of the stub end of described Rotary-table is greater than bolt diameter, and the little head end of its Rotary-table equals bolt diameter.
2. novel peg block rock bolt structure case according to claim 1 is characterized in that the hypotenuse of described Rotary-table equates with the angle of horizontal plane with the hypotenuse of chock with the angle of horizontal plane.
3. novel peg block rock bolt structure case according to claim 1 is characterized in that the diameter big 6mm～8mm of the diameter of described Rotary-table major part than anchor pole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011102776973A CN102337913A (en) | 2011-09-19 | 2011-09-19 | Novel wedge seam type anchor structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011102776973A CN102337913A (en) | 2011-09-19 | 2011-09-19 | Novel wedge seam type anchor structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102337913A true CN102337913A (en) | 2012-02-01 |
Family
ID=45513836
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011102776973A Pending CN102337913A (en) | 2011-09-19 | 2011-09-19 | Novel wedge seam type anchor structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102337913A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103470290A (en) * | 2013-09-29 | 2013-12-25 | 北方工业大学 | Circular truncated cone-shaped anchor rod anchoring technology |
| CN113710872A (en) * | 2019-01-29 | 2021-11-26 | 支持技术创新私人有限公司 | Rock anchor rod |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US2650476A (en) * | 1952-07-11 | 1953-09-01 | Samuel J Crockett | Dowel rod anchor |
| US2988950A (en) * | 1957-07-31 | 1961-06-20 | Pattin Mfg Company Inc | Wedge operated anchoring means for mine roof bolt |
| US3017799A (en) * | 1957-04-19 | 1962-01-23 | Goldenberg & Cie Ets | Anchoring device |
| US3702060A (en) * | 1971-02-25 | 1972-11-07 | James Deans Cumming | Resin-bonded expansion shell |
| CN86206348U (en) * | 1986-09-04 | 1987-05-27 | 铜陵有色金属公司凤凰山铜矿 | Expansion tube type anchor rod |
| CN2200694Y (en) * | 1994-09-12 | 1995-06-14 | 周长春 | Full structure forced plastic anchor rock |
| CN2216590Y (en) * | 1994-12-06 | 1996-01-03 | 于永宏 | Anchoring-bolt |
| CN2217683Y (en) * | 1995-02-21 | 1996-01-17 | 温贵山 | Telescopic anchor rod |
| CN2401724Y (en) * | 1998-11-16 | 2000-10-18 | 余天望 | Demountable expansion screw bolt |
| CN2723681Y (en) * | 2004-09-03 | 2005-09-07 | 蒋敬平 | Inner anchor external injection type anchor rod |
| CN2755284Y (en) * | 2004-10-15 | 2006-02-01 | 铜陵有色凤凰机电有限责任公司 | Built-in expansion anchor on top |
| CN202250127U (en) * | 2011-09-19 | 2012-05-30 | 鞍钢集团矿业公司 | Novel wedge seam type anchor structure |
-
2011
- 2011-09-19 CN CN2011102776973A patent/CN102337913A/en active Pending
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US2650476A (en) * | 1952-07-11 | 1953-09-01 | Samuel J Crockett | Dowel rod anchor |
| US3017799A (en) * | 1957-04-19 | 1962-01-23 | Goldenberg & Cie Ets | Anchoring device |
| US2988950A (en) * | 1957-07-31 | 1961-06-20 | Pattin Mfg Company Inc | Wedge operated anchoring means for mine roof bolt |
| US3702060A (en) * | 1971-02-25 | 1972-11-07 | James Deans Cumming | Resin-bonded expansion shell |
| CN86206348U (en) * | 1986-09-04 | 1987-05-27 | 铜陵有色金属公司凤凰山铜矿 | Expansion tube type anchor rod |
| CN2200694Y (en) * | 1994-09-12 | 1995-06-14 | 周长春 | Full structure forced plastic anchor rock |
| CN2216590Y (en) * | 1994-12-06 | 1996-01-03 | 于永宏 | Anchoring-bolt |
| CN2217683Y (en) * | 1995-02-21 | 1996-01-17 | 温贵山 | Telescopic anchor rod |
| CN2401724Y (en) * | 1998-11-16 | 2000-10-18 | 余天望 | Demountable expansion screw bolt |
| CN2723681Y (en) * | 2004-09-03 | 2005-09-07 | 蒋敬平 | Inner anchor external injection type anchor rod |
| CN2755284Y (en) * | 2004-10-15 | 2006-02-01 | 铜陵有色凤凰机电有限责任公司 | Built-in expansion anchor on top |
| CN202250127U (en) * | 2011-09-19 | 2012-05-30 | 鞍钢集团矿业公司 | Novel wedge seam type anchor structure |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103470290A (en) * | 2013-09-29 | 2013-12-25 | 北方工业大学 | Circular truncated cone-shaped anchor rod anchoring technology |
| CN103470290B (en) * | 2013-09-29 | 2016-02-24 | 北方工业大学 | The anchor rod anchored device of a kind of circular platform type |
| CN113710872A (en) * | 2019-01-29 | 2021-11-26 | 支持技术创新私人有限公司 | Rock anchor rod |
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| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20120201 |