CN201202483Y - Self-locking type anchor rod prestress control device - Google Patents
Self-locking type anchor rod prestress control device Download PDFInfo
- Publication number
- CN201202483Y CN201202483Y CNU2008200672314U CN200820067231U CN201202483Y CN 201202483 Y CN201202483 Y CN 201202483Y CN U2008200672314 U CNU2008200672314 U CN U2008200672314U CN 200820067231 U CN200820067231 U CN 200820067231U CN 201202483 Y CN201202483 Y CN 201202483Y
- Authority
- CN
- China
- Prior art keywords
- lock tube
- lockset
- prestressing force
- lock
- self
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Abstract
The utility model discloses a self-locking anchor rod pre-stressing control device, comprising a pre-stressing marking lock, a pin, a lock tube and a nut; the device is characterized in that the pre-stressing marking lock is arranged inside the lock tube; the pre-stressing marking lock and the lock tube are connected as a whole through the pin; the pre-stressing marking lock is a hollow truncated cone with one end provided with three shrinkage joints; the interior of the lock tube is a conical hollow cavity; and the cone roof angle of the pre-stressing marking lock is the same as that of the lock tube. The device is simple in structure and low in price, which is applicable to the anchor rod supporting of rock tunnels, roadways and chambers in high ground stress zones.
Description
Technical field
The utility model relates to the prestressing force control of High Ground Stress Areas rock tunnel, tunnel and chamber support anchor pole installation process and the self-locking device in operation later stage, more specifically relate to a kind of self-locking anchor rod prestress control device, also can be used for the prestressing force control and the self-locking of anchor pole end of other geotechnical engineering (as rock side slope) bolt support structure, improve the supporting stress in rock bolt later stage.Need and the supporting use of high-strength prestressed rock bolt;
Background technology
Along with the increase of the resource exploitation degree of depth, geostatic stress increases, geological conditions worsens, and causes the difficulty of mine deep tunnel surrounding rock supporting to strengthen.Behind the roadway excavation, because stresses re-distribution causes the hole circumferential stress to be concentrated, the scope of freedom, tunnel one lateral stress is kept to zero, country rock is converted into two dimensional stress state by the preceding three-dimensional stress state of excavation, the pressure shear stress that country rock in the excavation disturbance district is subjected to surpasses its longterm strength, as untimely supporting effectively, the very fast unstability of from outward appearance to inner essence breaking of country rock.
Therefore, safeguard the stable of tunnel, at first must behind roadway excavation, recover and improve the stress state of country rock as early as possible, the two dimensional stress state that forms because of the secondary stresses adjustment behind the roadway excavation is returned to three-dimensional stress state.Improve and recover the timely more adjoining rock stability that helps more of measure of stress state; Compressive stress on the scope of freedom, tunnel is recovered highly more, helps adjoining rock stability more.This just requires supporting immediately behind the roadway excavation, and preliminary bracing power (prestressing force) must reach enough values.To the stone head of the degree of depth about 800～1000 meters, even under the selfweight stress effect, its vertical stress of primary rock is also up to 20～30MPa, in coal measure strata, generally all compose and deposited very high tectonic stress, so that the stress of primary rock that horizontal stress and vertical stress all cause far above rock mass deadweight, and normally vertically 1.25～2.5 of stress times of stress flatly.Theory analysis and engineering practice show, for deep rock tunnel, colliery, want to obtain fully effectively supporting effect, and anchor rod prestress is reached more than the 80kN.Yet the anchor pole of on-the-spot usefulness often because of when construction prestressing force on the low side and unbalanced, do not reach the surrounding rock supporting consolidation effect of expection.Because the whole displacement of stress relaxation characteristics that rock material itself has and country rock progressively develops two aspects by the country rock surface to the depths, the anchored force of anchor pole is reaching peak value As time goes on and progressively reduction later on.
Summary of the invention
The purpose of this utility model is to be to provide a kind of self-locking anchor rod prestress control device, comes the prestressing force size of anchor pole is adjusted by the size of pin in the anchor pole installation process, and the construction quality of prestressed anchor is controlled.This apparatus structure is simple, and is cheap, is easy to apply.
In order to realize above-mentioned task, the utility model adopts following technical measures:
A kind of self-locking anchor rod prestress control device, it comprises that prestressing force indicates lockset, pin, lock tube, nut, it is characterized in that: prestressing force indicates lockset and is placed in the lock tube, by pin lockset and lock tube are connected to become an integral body, it is the hollow round table that an end has the seam that contracts that prestressing force indicates lockset, the inside of lock tube is a pyramid type cavity, and the vertex of a cone angle that prestressing force indicates lockset and lock tube is identical.Prestressing force indicates the graduation mark that reflection anchor rod prestress size is arranged on the lockset; Pin is prestressed when being used for controlling anchor bolt construction, when prestressing force reaches design load, pin is promptly indicated lockset by prestressing force and lock tube is cut off, stressed along with anchor pole, drive prestressing force and indicate lockset, prestressing force sign lockset is locked in and makes anchor pole stressed in the lock tube, has avoided anchor pole anchor tail screw thread to move back a loss of prestress of the anchor pole that causes.
The utility model compared with prior art has the following advantages and effect:
Whether the prestressing force after self-locking anchor rod prestress control device, this structure can be checked anchor bolt construction at the anchor bolt construction initial stage reaches design load; Slide in lock tube along with the stressed drive prestressing force of surrouding rock deformation anchor pole indicates lockset simultaneously, prestressing force indicates lockset and embraces tighter and tighter to anchor pole, plays the effect of locking anchor pole.The prestressing force size of being born in the anchor pole installation process can realize the prestress value that designs by different pin sizes.Existing anchor tail major part all is direct nutting, under the influence of anchor pole stress deformation and driving explosion, a phenomenon of moving back in various degree all can appear in nut like this, and the anchored force of anchor pole descends, do not reach design load, have a strong impact on the normal use of anchor pole and the performance of anchor pole active support effect.
Description of drawings
Fig. 1 is a kind of self-locking anchor rod prestress control device structural representation
Fig. 2 is a kind of self-locking anchor rod prestress control device and the supporting use schematic diagram of anchor pole
Wherein: 1-prestressing force indicates lockset, 2-pin, 3-lock tube, 4-nut, 5-anchor pole, 6-supporting plate, the 7-seam that contracts, 8-antifriction packing ring, 9-antifriction packing ring, 10-scar.
The specific embodiment
Below in conjunction with accompanying drawing the utility model is further described.
According to Fig. 1, Fig. 2 as can be known, it comprises that prestressing force indicates lockset 1, pin 2, lock tube 3, nut 4 a kind of self-locking anchor pole control device, it is characterized in that: prestressing force indicates lockset 1 and is placed in the lock tube 3, prestressing force is indicated lockset 1 and lock tube 3 is connected to become an integral body by pin 2, wherein prestressing force sign lockset 1 is the hollow round table type structure that front end has the seam that contracts, the inside of lock tube 3 is pyramid type cavitys, and the vertex of a cone angle that prestressing force indicates lockset 1 and lock tube 3 is identical.
Nut 4, antifriction packing ring 8, prestressing force sign lockset 1, pin 2, lock tube 3, antifriction packing ring 9, supporting plate 6 are sleeved on anchor pole 5 bodies of rod successively, and supporting plate 6 is closely connected with scar 10.Nut 4 and anchor pole 5 are by screwed connection, and prestressing force sign lockset 1, pinning 2, lock tube 3, supporting plate 6 strings are contained on the anchor pole 5; Fastening nut 4 during construction, and prestressing force indicates lockset 1 and lock tube 3 relative slips, shear pin 2; The shearing that pin 2 is subjected to has stoped prestressing force to indicate relatively moving of lockset 1 and lock tube 3, and this resistance is passed to anchor pole 5 bodies of rod one tensile stress by nut 4.Prestressing force indicates lockset 1 and lock tube 3 via pins 2 connect into as a whole, required load when cutting off according to pin 2 indicates on the lockset 1 at prestressing force and engraves the sign line in advance, this indicates the suffered prestressed size of line reflection anchor pole, so just can indicate the size that scale on the lockset 1 intuitively reflects anchor rod prestress by prestressing force.By high pulling torque facility fastening nut 4, whether the graduation mark control anchor rod prestress that indicates on the lockset 1 by prestressing force reaches designing requirement during skyhook.Distortion along with country rock, anchor pole 5 anchored force improve, and anchor pole 5 drives prestressing force sign lockset 1 and slides in lock tube 3, and prestressing force indicates lockset 1 and embraces anchor pole 5 more tight, make prestressing force sign lockset 1 hold anchor pole tightly and be locked in firmly in the lock tube 3, realize anchor tail auto-lock function.
Claims (2)
1, a kind of self-locking anchor rod prestress control device, it comprises that prestressing force indicates lockset (1), pin (2), lock tube (3), nut (4), it is characterized in that: prestressing force indicates lockset (1) and is placed in the lock tube (3), prestressing force is indicated lockset (1) and lock tube (3) is connected to become an integral body by pin (2), it is the hollow round table that an end has seam (7) of contracting that prestressing force indicates lockset (1), the inside of lock tube (3) is a pyramid type cavity, and prestressing force sign lockset (1) is identical with the vertex of a cone angle of lock tube (3).
2, a kind of self-locking anchor rod prestress control device according to claim 1, it is characterized in that: nut (4), antifriction packing ring (8), prestressing force sign lockset (1), pin (2), lock tube (3), antifriction packing ring (9), supporting plate (6) are sleeved on anchor pole (5) body of rod successively, and supporting plate (6) is closely connected with scar (10).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008200672314U CN201202483Y (en) | 2008-05-19 | 2008-05-19 | Self-locking type anchor rod prestress control device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008200672314U CN201202483Y (en) | 2008-05-19 | 2008-05-19 | Self-locking type anchor rod prestress control device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201202483Y true CN201202483Y (en) | 2009-03-04 |
Family
ID=40424797
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2008200672314U Expired - Fee Related CN201202483Y (en) | 2008-05-19 | 2008-05-19 | Self-locking type anchor rod prestress control device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201202483Y (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103132519A (en) * | 2013-03-25 | 2013-06-05 | 中国建筑股份有限公司 | Force self-balance device used in multi-beam anchor rod or anchor cable stretch-pull rod body and construction method thereof |
| CN104847121A (en) * | 2015-04-29 | 2015-08-19 | 中国建筑第二工程局有限公司 | Rapid mounting auxiliary device and mounting method of prestressing jack |
-
2008
- 2008-05-19 CN CNU2008200672314U patent/CN201202483Y/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103132519A (en) * | 2013-03-25 | 2013-06-05 | 中国建筑股份有限公司 | Force self-balance device used in multi-beam anchor rod or anchor cable stretch-pull rod body and construction method thereof |
| CN104847121A (en) * | 2015-04-29 | 2015-08-19 | 中国建筑第二工程局有限公司 | Rapid mounting auxiliary device and mounting method of prestressing jack |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102937030B (en) | Bolting-grouting integrated support method for zonal disintegration of deep roadway surrounding rock | |
| CN101603431B (en) | Method for reinforcing outburst-prone coal seam cross-cut coal uncovering | |
| CN103133026A (en) | Novel expansion shell inverted wedge type grouting anchor rod | |
| EP2801697A1 (en) | Longwall working face, non-pillared mining method | |
| CN103032086B (en) | Method for filling resin explosive cartridge in drilled hole of tunnel roof anchor rod | |
| CN107130988B (en) | Liquid carbon dioxide blasting anti-reflection grouting composite anchor rod | |
| CN111764940B (en) | Double-layer primary supporting structure of weak surrounding rock tunnel and construction method thereof | |
| CN105626112A (en) | Support device based on built-in type constant-resistance device and use method thereof | |
| CN203230443U (en) | Novel case expanding reverse wedging type slip casting anchor rod | |
| CN102808635B (en) | A kind of swollen shell-type Inner bolt head prestressed anchor and installation and application thereof | |
| CN101725364A (en) | Displacement release type anchor head device | |
| He et al. | Experimental study on resin-anchored bolt concentricity including a device for more consistent bolt centering | |
| CN203962011U (en) | A kind of rock bolt of segmentation anchoring | |
| CN201202483Y (en) | Self-locking type anchor rod prestress control device | |
| Qi et al. | Failure characteristics and control technology of surrounding rock in deep coal seam roadway with large dip angle under the influence of weak structural plane | |
| CN101581225A (en) | Compressible increasing resistance anchor rod prestressed control component | |
| CN202936792U (en) | Expansion shell type internal anchor head pre-stressed anchor | |
| CN206397531U (en) | A kind of novel slurry filling anchor pole | |
| CN101285392A (en) | Anchor rod prestress controlled self-locking lockset | |
| CN104343460A (en) | Surrounding rock support method adopting tensioning type pre-tightening anchor rod | |
| CN115354671B (en) | Anchor-pulling structure for in-situ reinforcement of dangerous rock | |
| CN106968247B (en) | Expansion pressure-breaking type recyclable anchor rod and construction method thereof | |
| CN2780993Y (en) | Anchor bolt prestressed control device | |
| CN2830644Y (en) | Controllable prestressed super-strength anchor arm | |
| CN102635378A (en) | New process for high-strength resin anchor construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090304 Termination date: 20140519 |