CN102660959B - Pulling reinforcement method for internal fissure of dangerous rock - Google Patents
Pulling reinforcement method for internal fissure of dangerous rock Download PDFInfo
- Publication number
- CN102660959B CN102660959B CN201210176169.3A CN201210176169A CN102660959B CN 102660959 B CN102660959 B CN 102660959B CN 201210176169 A CN201210176169 A CN 201210176169A CN 102660959 B CN102660959 B CN 102660959B
- Authority
- CN
- China
- Prior art keywords
- rock body
- anchor pole
- anchor
- dangerous
- dangerous rock
- 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
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a pulling reinforcement method for an internal fissure of a dangerous rock. The method includes the steps: 1) analyzing stability of a dangerous rock body; 2) searching the outer surface of the dangerous rock body and determining an anchoring position; 3) drilling an anchor hole at the determined anchoring position; 4) manufacturing an anchor rod as needed; 5) placing the anchor rod into the anchor hole; and 6) grouting the anchor hole, vibrating and compacting grouted slurry until solidification of the grouted slurry to complete pulling reinforcement. Based on the related mechanics principle, traditional penetration anchorage with a full-length constant-section anchor rod is reasonably improved, the rock body on two sides of the internal fissure is reliably pulled and reinforced, and steel for a less stressed position far away from the internal fissure is saved. The method is applicable to reinforcing various enormous and extensive dangerous rocks in a mountainous area, is simple and convenient in construction, safe and reliable, serves as an effective means for reinforcing the dangerous rocks, and has excellent economy as compared with a traditional penetration anchor rod supporting method.
Description
Technical field
The present invention relates to a kind of crag reinforcement means, relate in particular to a kind of crag internal crack drawknot reinforcement means.
Background technology
Crag is some tumbledown sillars that exist in precipitous rock slope, under the impact of some factors, and the crag formation avalanche of will falling, thereby crag must administer in time, to guarantee the safety of people's lives and properties.Improve crag punishment technical level, control crag disaster, significant to protection the people's lives and property safety.
Traditional anchoring adopts total length to penetrate to enter after the plane of fracture between crag and crag and parent rock body the mode of parent rock body to reinforce, enter again parent rock body owing to need first penetrating crag, the anchor pole reinforcing bar length needing is often longer, when the Dangerous Rock scale of construction larger, when internal crack between Dangerous Rock and parent rock body is comparatively far-reaching, anchor pole reinforcing bar length more very, easily causes waste economically.Meanwhile, in traditional anchoring process, because anchor pole need to have enough length, all inconvenient in the extreme in carrying and work progress like this, also cause the waste of manpower simultaneously.
Therefore, for the good Dangerous Rock Body of self integrality, how existing crag anchoring being improved, rationally use anchor pole, save anchor pole consumption, reach engineering purpose safe, effective, economy, is the direction that those skilled in the art study.
Summary of the invention
For prior art above shortcomings, object of the present invention is just to provide a kind of crag internal crack drawknot reinforcement means, and easy construction, can save economy effectively.
To achieve these goals, the technical solution used in the present invention is such: a kind of crag internal crack drawknot reinforcement means, is characterized in that: comprise the steps:
1) analyze Dangerous Rock Body stability, according to the coefficient of stability requirement of the Reinforcement of Dangerous Rock Body, calculate the quantity of cross sectional area and the anchor pole of anchor pole;
2) search and determine the position of anchoring in Dangerous Rock Body appearance: find anchoring position according to the quantity of anchor pole and force request, and equidistantly arrange anchorage point, the distance between adjacent two anchorage points is not less than 1.25m; Topmost the top of an anchor pole is 1.5m-2m apart from the distance at Dangerous Rock Body top; Conventionally the middle and upper part that anchoring position is crack;
3) drill through anchor hole at definite anchorage point, described anchor hole runs through Dangerous Rock Body and through entering parent rock body behind crack, and the degree of depth that anchor hole gos deep into parent rock body is 3m-6.5m;
4) make as required anchor pole, the length of described anchor pole is the summation of the anchorage length in thickness and the Dangerous Rock Body in length, crack of anchor hole in parent rock body, wherein, the anchorage length of anchor pole in Dangerous Rock Body is less than the length of anchor hole in Dangerous Rock Body, and this section of rock-bolt length is 3m-6.5m;
5) anchor pole is inserted to anchor hole, by a push rod by 4) anchor pole that makes pushes anchor hole until the bottom of anchor hole in parent rock body;
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and completes drawknot and reinforces.
Further, described anchor pole comprises bolt body, in bolt body, be provided with along its length some centralising devices, spacing between described centralising device is 1m-3m, described centralising device is by forming around one week equally distributed 3 leg of bolt body, together with described leg is welded and fixed with bolt body, and between leg and bolt body, there is the angle of 30 °-60 °.
Further, described push rod comprises a straight-bar, is fixed with one for promoting the pushing disk of anchor pole in one end of straight-bar, and the face that described pushing disk contacts with anchor pole is spherical cambered surface.
Further, described grouting adopts cement mortar, and the strength grade of cement mortar is M25-M35.
Compared with prior art, the invention has the advantages that: the present invention is based on relevant mechanics principle, to traditional total length uniform section anchor pole penetration, rational modification has been carried out in anchoring, not only the rock mass of internal crack both sides is carried out to reliable drawknot and reinforced, also saved the steel of the stressed smaller part position away from internal crack; The method be applicable to mountain area all kinds of have a large capacity and a wide range crag reinforce, easy construction, safe and reliable, and there is good economy compared with traditional penetration bolt support, be the effective means that crag is reinforced; Special anchor pole has simple in structure, the advantage that cost is low and easy to use; Rock-bolt length in Dangerous Rock Body is 3m-6.5m, for widely applying the crag, rock side slope, subsurface rock open excavation of bolt anchorage, adopt anchor pole disclosed by the invention and drawknot reinforcement means, to save great deal of steel and Master Cost, alleviate anchor pole weight, the other expenditure such as can use manpower and material resources sparingly, also can fully ensure stability, safety factor and the consolidation effect of being administered crag simultaneously, generally speaking will produce very obvious economic benefit.
Accompanying drawing explanation
Fig. 1 is the structural representation of the present invention for Treatment of Side Slope Dangerous Rocks;
Fig. 2 is the structural representation of anchor pole;
Fig. 3 is the structural representation of push rod;
Fig. 4 is formula Unstable Rock Treatment is collapsed in the present invention structural representation for group;
Fig. 5 is the structural representation of the present invention for underground excavation project Unstable Rock Treatment.
The specific embodiment
Below in conjunction with drawings and Examples, the invention will be further described.
Embodiment 1: referring to Fig. 1, Fig. 2 and Fig. 3, a kind of crag internal crack drawknot reinforcement means, comprises the steps:
1) Dangerous Rock Body 2 stability analyses: the Dangerous Rock Body that provides of report and the mechanics parameter of internal crack are provided in base area, comprise gravity, the geometry etc. of Dangerous Rock Body, calculate frictional resistance between sliding force and Dangerous Rock Body and the parent rock body of Dangerous Rock Body etc., according to the coefficient of stability requirement of the Reinforcement of Dangerous Rock Body, calculate Dangerous Rock Body and reinforce needed anchored force, calculate the quantity of cross sectional area and the anchor pole of anchor pole according to anchored force.The described coefficient of stability requires to determine by correlation engineering background and industry standard.
2) search and determine the position of anchoring in Dangerous Rock Body 2 appearances: find anchoring position according to the quantity of anchor pole and force request, and equidistantly arrange anchorage point, the distance between adjacent two anchorage points is not less than 1.25m; Topmost the top of an anchor pole is 1.5m-2m apart from the distance at Dangerous Rock Body top, specifically selects as required, thereby fully guarantees the thickness of overlying rock, is conducive to anchor pole bonding stressed; Conventionally the middle and upper part that anchoring position is crack.As a kind of optimal way, the distance between adjacent two anchorage points is 1.25m-8m, has more operability, can better guarantee the stability of Dangerous Rock Body simultaneously; When Specific construction, optional 2m-3m, as selected 2m, 2.5m, 3m, better effects if.
3) drill through anchor hole at definite anchorage point, described anchor hole runs through Dangerous Rock Body and through entering parent rock body 1 behind crack, and the degree of depth that anchor hole gos deep into parent rock body 1 is 3m-6.5m;
4) make as required anchor pole 3, the length of described anchor pole 3 is the length of anchor hole in parent rock body, the summation of the anchorage length in thickness and the Dangerous Rock Body in crack, wherein, the anchorage length of anchor pole in Dangerous Rock Body is less than the length of anchor hole in Dangerous Rock Body, for the crag of widely applying bolt anchorage, rock side slope, subsurface rock open excavation, adopt this anchor pole, to save great deal of steel and Master Cost, also alleviated anchor pole weight, the other expenditure such as can use manpower and material resources sparingly, also can fully ensure the stability of being administered crag simultaneously, safety factor and consolidation effect, generally speaking will produce very significantly economic benefit.Meanwhile, this section of rock-bolt length is 3m-6.5m; Described anchor pole 3 comprises bolt body 31, in bolt body, be provided with along its length some centralising devices, spacing between described centralising device is 1m-3m, can effectively guarantee the position of anchor pole, described centralising device is by forming around one week equally distributed 3 leg 32 of bolt body, together with described leg is welded and fixed with bolt body, and between leg and bolt body, there is the angle of 30 °-60 °.
5) anchor pole 3 is inserted to anchor hole, by a push rod by 4) anchor pole 3 that makes pushes anchor hole until the bottom of anchor hole in parent rock body 1; Described push rod comprises a straight-bar 41, is fixed with one for promoting the pushing disk 42 of anchor pole in one end of straight-bar 41, and the face that described pushing disk 42 contacts with anchor pole is spherical cambered surface.Execute utilization of hour push rod and shift anchor pole onto anchorage point, then push rod is taken out to treat that used next time.
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and completes drawknot and reinforces.Described grouting adopts cement mortar, and the strength grade of cement mortar is M25-M35, so that enough bond-anchorage intensity to be provided.
For anchor pole, its force part is mainly near anchor pole part both sides, crack, thereby anchor rod strength is herein had relatively high expectations, and substantially do not stress away from the anchor pole position in crack, by this Force principle, anchor pole just can be cancelled or be weakened at its stressed section having little significance, and traditional rock mass penetration anchor pole is holed along Dangerous Rock Body
,total length uniform section set-up mode does not also meet this mechanics principle.
The present invention is based on relevant mechanics principle, to traditional total length uniform section anchor pole penetration, rational modification has been carried out in anchoring, not only the rock mass of internal crack both sides has been carried out to reliable drawknot and has reinforced, and has also saved the steel of the stressed smaller part position away from internal crack.The method is applicable to all kinds of crags in mountain area and reinforces, and easy construction is safe and reliable, and has good economy compared with traditional penetration bolt support, is the effective means that crag is reinforced.Meanwhile, use such anchor pole to have simple in structure, the advantage that cost is low and easy to use.
In addition, anchor structure of the present invention also can substitute with the anchoring piece of other form of structure such as anchor cable.
Finally it should be noted that, above embodiment is only in order to illustrate technical scheme of the present invention but not restriction technologies scheme, although applicant has been described in detail the present invention with reference to preferred embodiment, those of ordinary skill in the art is to be understood that, those are modified or are equal to replacement technical scheme of the present invention, and do not depart from aim and the scope of the technical program, all should be encompassed in the middle of claim scope of the present invention.
Claims (4)
1. a crag internal crack drawknot reinforcement means, is characterized in that: comprise the steps:
1) analyze Dangerous Rock Body stability, according to the coefficient of stability requirement of the Reinforcement of Dangerous Rock Body, calculate the quantity of cross sectional area and the anchor pole of anchor pole;
2) search and determine the position of anchoring in Dangerous Rock Body appearance: find anchoring position according to the quantity of anchor pole and force request, and equidistantly arrange anchorage point, the distance between adjacent two anchorage points is not less than 1.25m; Topmost the top of an anchor pole is 1.5m-2m apart from the distance at Dangerous Rock Body top; Anchoring position is the middle and upper part in crack;
3) drill through anchor hole at definite anchorage point, described anchor hole runs through Dangerous Rock Body and through entering parent rock body behind crack, and the degree of depth that anchor hole gos deep into parent rock body is 3m-6.5m;
4) make as required anchor pole, the length of described anchor pole is the summation of the anchorage length in thickness and the Dangerous Rock Body in length, crack of anchor hole in parent rock body, wherein, the anchorage length of anchor pole in Dangerous Rock Body is less than the length of anchor hole in Dangerous Rock Body, and this section of rock-bolt length is 3m-6.5m;
5) anchor pole is inserted to anchor hole, by a push rod by 4) anchor pole that makes pushes anchor hole until the bottom of anchor hole in parent rock body;
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and completes drawknot and reinforces.
2. crag internal crack drawknot reinforcement means according to claim 1, it is characterized in that: described anchor pole comprises bolt body, in bolt body, be provided with along its length some centralising devices, described centralising device is by forming around one week equally distributed 3 leg of bolt body, together with described leg is welded and fixed with bolt body, and between leg and bolt body, there is the angle of 30 °-60 °.
3. crag internal crack drawknot reinforcement means according to claim 1, is characterized in that: described push rod comprises a straight-bar, is fixed with one for promoting the pushing disk of anchor pole in one end of straight-bar, and the face that described pushing disk contacts with anchor pole is spherical cambered surface.
4. crag internal crack drawknot reinforcement means according to claim 1, is characterized in that: described grouting adopts cement mortar, and the strength grade of cement mortar is M25-M35.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210176169.3A CN102660959B (en) | 2012-05-31 | 2012-05-31 | Pulling reinforcement method for internal fissure of dangerous rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210176169.3A CN102660959B (en) | 2012-05-31 | 2012-05-31 | Pulling reinforcement method for internal fissure of dangerous rock |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102660959A CN102660959A (en) | 2012-09-12 |
| CN102660959B true CN102660959B (en) | 2014-06-04 |
Family
ID=46770527
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210176169.3A Expired - Fee Related CN102660959B (en) | 2012-05-31 | 2012-05-31 | Pulling reinforcement method for internal fissure of dangerous rock |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102660959B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105672240B (en) * | 2016-01-25 | 2017-06-27 | 黄河勘测规划设计有限公司 | Inclining destruction type Dangerous Rock Body administering method |
| CN110512624B (en) * | 2019-08-23 | 2021-07-13 | 郑州安源工程技术有限公司 | Method for reinforcing rock mass on slope |
| CN110512623B (en) * | 2019-08-23 | 2021-04-16 | 郑州安源工程技术有限公司 | Setting method for anchorage of slope rock mass |
| CN112227387A (en) * | 2020-08-25 | 2021-01-15 | 徐州成瑞建筑科技研究院有限公司 | Method for reinforcing mountain fracture rock mass after mining in quarry of China |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3732698A (en) * | 1971-05-05 | 1973-05-15 | Graf E | Method for stabilizing soils and abating active slides |
| CN1326036A (en) * | 2000-05-25 | 2001-12-12 | 关伟伯 | Method for preventing and treating landslide o earth slope |
| CN101408089A (en) * | 2008-11-11 | 2009-04-15 | 中国水电顾问集团华东勘测设计研究院 | Construction method of buried depth monitoring instrument poreforming and anchorage cable poreforming under unfavorable geological condition |
| CN101748726A (en) * | 2009-12-20 | 2010-06-23 | 高玉书 | Wind driven generator base anchor pile construction technology taking rock as bearing stratum |
-
2012
- 2012-05-31 CN CN201210176169.3A patent/CN102660959B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3732698A (en) * | 1971-05-05 | 1973-05-15 | Graf E | Method for stabilizing soils and abating active slides |
| CN1326036A (en) * | 2000-05-25 | 2001-12-12 | 关伟伯 | Method for preventing and treating landslide o earth slope |
| CN101408089A (en) * | 2008-11-11 | 2009-04-15 | 中国水电顾问集团华东勘测设计研究院 | Construction method of buried depth monitoring instrument poreforming and anchorage cable poreforming under unfavorable geological condition |
| CN101748726A (en) * | 2009-12-20 | 2010-06-23 | 高玉书 | Wind driven generator base anchor pile construction technology taking rock as bearing stratum |
Non-Patent Citations (2)
| Title |
|---|
| 冯学知等.超深预应力锚索在三峡库区滑坡治理工程中的应用.《探矿工程(岩土钻掘工程)》.2009,(第10期), |
| 超深预应力锚索在三峡库区滑坡治理工程中的应用;冯学知等;《探矿工程(岩土钻掘工程)》;20091025(第10期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102660959A (en) | 2012-09-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103291305B (en) | Quick and low-cost artificial fake roof construction method for ground mine | |
| CN102996149A (en) | Support method for bolt-grouting composite crushing dynamic-pressure roadway soft rock roof by high-pre-stressed anchor cable | |
| CN103573272A (en) | Tunnel bottom soft stratum dynamic and static load separation tunnel structure | |
| CN102660959B (en) | Pulling reinforcement method for internal fissure of dangerous rock | |
| CN103527201B (en) | Coal mine shaft lining pit shaft steel pipe concrete bracket and concrete pipe sheet suspension device | |
| CN105178994A (en) | Recyclable anchor rod and retaining and protecting method thereof | |
| CN102635377A (en) | Tensile reinforcement concrete spray body supporting method for deep soft roadway | |
| CN102797486A (en) | Fabricated grilling anti-invert method for treating pucking | |
| CN201605590U (en) | Soft soil foundation pit soil nail supporting structure | |
| CN201650323U (en) | Grouting anchor rope | |
| CN201665875U (en) | Light gravity-type anti-earthquake concrete retaining wall | |
| CN207314335U (en) | A kind of lithostratigraphy multistage enlarging anchor rod | |
| CN101691759A (en) | Construction method for digging composite environmental protection base of anchorage bar adding rock | |
| CN102493819B (en) | Method for controlling stability of surrounding rocks of laneway in coal seam | |
| CN205576957U (en) | Stake end pilework | |
| CN101881025A (en) | Design method for shallow-buried flexible anti-slide pile for deep covering layer slope retaining | |
| CN204780975U (en) | A four return circuit terminal steel pipe poles are drawn and are dug compound basis of anchor log for medium voltage electric distribution circuit | |
| CN204419187U (en) | Vertical deep supporting and protection structure | |
| CN203783590U (en) | Tunnel bottom soft ground dynamic load and static load separating tunnel structure | |
| CN110230510A (en) | A kind of method of construction of the collaboration anchoring duplex of thick-layer compound roof coal road | |
| CN104532835B (en) | Method for measuring design strength of composite anti-pulling reinforcement of anchor rod bundle | |
| CN204530727U (en) | A kind of road structure across loose depos-its side slope | |
| CN208534517U (en) | A kind of combined anchor anchor cable support apparatus | |
| CN206722865U (en) | A kind of novel screw-thread steel reverse wedge formula recoverable anchor rod | |
| CN102505668B (en) | Construction method for reinforcing horizontal crack of gravity dam head by using steel bar |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140604 Termination date: 20150531 |
|
| EXPY | Termination of patent right or utility model |