CN102660959A - Pulling reinforcement method for internal fissure of dangerous rock - Google Patents
Pulling reinforcement method for internal fissure of dangerous rock Download PDFInfo
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- CN102660959A CN102660959A CN2012101761693A CN201210176169A CN102660959A CN 102660959 A CN102660959 A CN 102660959A CN 2012101761693 A CN2012101761693 A CN 2012101761693A CN 201210176169 A CN201210176169 A CN 201210176169A CN 102660959 A CN102660959 A CN 102660959A
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- crag
- anchor pole
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- anchor hole
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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 on precipitous rock slope, exist, under some factor affecting, and the crag formation avalanche of will falling, thereby crag must in time administer, 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 behind the plane of fracture between crag and crag and parent rock body the mode of entering parent rock body and reinforces; Because need penetrate crag earlier gets into the parent rock body again; The anchor pole reinforcing bar length that needs is often longer, when the crag block scale of construction bigger, when the internal crack between crag block and the parent rock body is comparatively far-reaching; Then anchor pole reinforcing bar length then causes waste economically more easily.Simultaneously, all inconvenient in the extreme in carrying and work progress like this because anchor pole needs enough length in traditional anchoring process, also cause the waste of manpower simultaneously.
Therefore,, how existing crag anchoring is improved, rationally uses anchor pole, save the anchor pole consumption for self integrality crag body preferably, reach safety, effectively, the engineering purpose of economy, be the direction that those skilled in the art study.
Summary of the invention
To the above-mentioned deficiency that prior art exists, the object of the invention just is to provide a kind of crag internal crack drawknot reinforcement means, and easy construction can be practiced thrift economy effectively.
To achieve these goals, the technical scheme of the present invention's employing is such: a kind of crag internal crack drawknot reinforcement means is characterized in that: comprise the steps:
1) analyzes crag body stability,, calculate the quantity of the cross sectional area and the anchor pole of anchor pole according to the coefficient of stability requirement that the reinforcing of crag body is administered;
2) search and confirm the position of anchoring at the external table of crag: quantity and force request according to anchor pole find the anchoring position, and equidistantly arrange anchorage point, and 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 crag body top; Usually the anchoring position is the middle and upper part in crack;
3) drill through anchor hole at the anchorage point of confirming, get into the parent rock body after said anchor hole runs through the crag body and passes the crack, and the degree of depth that anchor hole gos deep into the parent rock body is 3m-6.5m;
4) make anchor pole as required; The length of said anchor pole is the length of anchor hole in the parent rock body, the thickness in crack and the summation of the anchorage length in the crag body; Wherein, the anchorage length of anchor pole in the crag body is less than the length of anchor hole in the crag body, and this section rock-bolt length is 3m-6.5m;
5) anchor pole is inserted anchor hole, through a push rod with 3) anchor pole that makes pushes the bottom of anchor hole anchor hole in the parent rock body;
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and accomplishes drawknot and reinforces.
Further; Said anchor pole comprises bolt body; Its length direction is provided with some centralising devices in the bolt body upper edge, and the spacing between the said centralising device is 1m-3m, and said centralising device is by forming around bolt body one all equally distributed 3 legs; Said leg is weldingly fixed on bolt body, and have 30 ° between leg and the bolt body-60 ° angle.
Further, said push rod comprises a straight-bar, an end of straight-bar be fixed with one be used to promote anchor pole the promotion dish, the face that said promotion dish contacts with anchor pole is spherical cambered surface.
Further, cement mortar is adopted in said grouting, 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; Reasonable improvement has been carried out in anchoring to traditional total length uniform section anchor pole penetration; Not only the rock mass to the internal crack both sides has carried out reliable drawknot reinforcing, has also saved the steel at the stressed less position away from internal crack; This method be applicable to the mountain area all kinds of have a large capacity and a wide range crag reinforce, easy construction, safe and reliable, and compare with traditional penetration bolt support and to have excellent economy, be the effective means that crag is reinforced; Special anchor pole has simple in structure, the low and advantage easy to use of cost; Rock-bolt length in the crag body is 3m-6.5m; For the crag of widely applying bolt anchorage, rock side slope, subsurface rock open excavation, adopt anchor pole disclosed by the invention and drawknot reinforcement means, will practice thrift great deal of steel and Master Cost; Alleviate anchor pole weight; Can use manpower and material resources sparingly and wait other expense, also can fully ensure stability, safety factor and the consolidation effect of being administered crag simultaneously, generally speaking will produce very significantly economic benefit.
Description of drawings
Fig. 1 is used for the structural representation that the side slope crag is administered for the present invention;
Fig. 2 is the structural representation of anchor pole;
Fig. 3 is the structural representation of push rod;
Fig. 4 collapses the structural representation that the formula crag is administered for the present invention is used for the crowd;
Fig. 5 is used for the structural representation that the underground excavation project crag is administered for the present invention.
The specific embodiment
To combine accompanying drawing and embodiment that the present invention is described further below.
Embodiment 1: referring to Fig. 1, Fig. 2 and Fig. 3, a kind of crag internal crack drawknot reinforcement means comprises the steps:
1) crag body 2 stability analyses: the crag body that provides of report and the mechanics parameter of internal crack are surveyed in the base area; Comprise gravity, geometry of crag body etc.; Calculate the sliding force of crag body and the frictional resistance between crag body and the parent rock body etc.; Coefficient of stability requirement according to the reinforcing of crag body is administered calculates the crag body and reinforces needed anchored force, calculates the quantity of the cross sectional area and the anchor pole of anchor pole according to anchored force.The said coefficient of stability requires to confirm by correlation engineering background and industry standard.
2) search and confirm the position of anchoring in crag body 2 appearances: quantity and force request according to anchor pole find the anchoring position, and equidistantly arrange anchorage point, and 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 crag body top, specifically selects as required, thereby fully guarantees the thickness of overlying rock, and it is stressed to help the anchor pole bonding; Usually the anchoring position is the middle and upper part in 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 crag body simultaneously; During concrete the construction, optional 2m-3m is as selecting 2m, 2.5m, 3m, better effects if.
3) drill through anchor hole at the anchorage point of confirming, get into parent rock body 1 after said anchor hole runs through the crag body and passes the crack, and the degree of depth that anchor hole gos deep into parent rock body 1 is 3m-6.5m;
4) make anchor pole 3 as required, the length of said anchor pole 3 is the length of anchor hole in the parent rock body, the thickness in crack and the summation of the anchorage length in the crag body, wherein; The anchorage length of anchor pole in the crag body is less than the length of anchor hole in the crag body; For the crag of widely applying bolt anchorage, rock side slope, subsurface rock open excavation, adopt this anchor pole, will practice thrift great deal of steel and Master Cost; Also alleviated anchor pole weight; Can use manpower and material resources sparingly and wait other expense, also can fully ensure stability, safety factor and the consolidation effect of being administered crag simultaneously, generally speaking will produce very significantly economic benefit.Simultaneously, this section rock-bolt length is 3m-6.5m; Said anchor pole 3 comprises bolt body 31; Its length direction is provided with some centralising devices in the bolt body upper edge; Spacing between the said centralising device is 1m-3m, can guarantee the position of anchor pole effectively, and said centralising device is by forming around bolt body one all equally distributed 3 legs 32; Said leg is weldingly fixed on bolt body, and have 30 ° between leg and the bolt body-60 ° angle.
5) anchor pole 3 is inserted anchor hole, through a push rod 4 with 3) anchor pole 3 that makes pushes the bottom of anchor hole anchor hole in parent rock body 1; Said push rod comprises a straight-bar 41, an end of straight-bar 41 be fixed with one be used to promote anchor pole promotion dish 42, the face that said promotion dish 42 contacts with anchor pole is spherical cambered surface.Utilize push rod to shift anchor pole onto anchorage point during construction, then push rod is taken out to treat use next time.
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and accomplishes drawknot and reinforces.Cement mortar is adopted in said grouting, and the strength grade of cement mortar is M25-M35, so that enough bond-anchorage intensity to be provided
As far as anchor pole; Its force part is mainly near the anchor pole part the both sides, crack; Thereby the anchor rod strength here had relatively high expectations, and do not stress basically away from the anchor pole position in crack, by this stressed principle; Anchor pole just can be cancelled or weakened at its stressed section that has little significance, and traditional rock mass penetration anchor pole is holed along the crag body
,Total length uniform section set-up mode does not also meet this mechanics principle.
The present invention is based on relevant mechanics principle, reasonable improvement has been carried out in anchoring to traditional total length uniform section anchor pole penetration, and not only the rock mass to the internal crack both sides has carried out reliable drawknot reinforcing, has also saved the steel at the stressed less position away from internal crack.This method is applicable to that all kinds of crags in mountain area reinforce, and easy construction is safe and reliable, and compares with traditional penetration bolt support and to have excellent economy, is the effective means that crag is reinforced.Simultaneously, it is simple in structure to use such anchor pole to have, the low and advantage easy to use of cost.
In addition, the anchor structure that the present invention adopted the also anchoring piece of other form of structure such as available anchor cable substitutes.
Need to prove at last; Above embodiment is only in order to explain technical scheme of the present invention but not the restriction technologies scheme; Although the applicant specifies the present invention with reference to preferred embodiment, those of ordinary skill in the art should be appreciated that those and technical scheme of the present invention is made amendment or is equal to replacement; And do not break away from the aim and the scope of present technique scheme, all should be encompassed in the middle of the claim scope of the present invention.
Claims (4)
1. a crag internal crack drawknot reinforcement means is characterized in that: comprise the steps:
1) analyzes crag body stability,, calculate the quantity of the cross sectional area and the anchor pole of anchor pole according to the coefficient of stability requirement that the reinforcing of crag body is administered;
2) search and confirm the position of anchoring at the external table of crag: quantity and force request according to anchor pole find the anchoring position, and equidistantly arrange anchorage point, and 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 crag body top; Usually the anchoring position is the middle and upper part in crack;
3) drill through anchor hole at the anchorage point of confirming, get into the parent rock body after said anchor hole runs through the crag body and passes the crack, and the degree of depth that anchor hole gos deep into the parent rock body is 3m-6.5m;
4) make anchor pole as required; The length of said anchor pole is the length of anchor hole in the parent rock body, the thickness in crack and the summation of the anchorage length in the crag body; Wherein, the anchorage length of anchor pole in the crag body is less than the length of anchor hole in the crag body, and this section rock-bolt length is 3m-6.5m;
5) anchor pole is inserted anchor hole, through a push rod with 3) anchor pole that makes pushes the bottom of anchor hole anchor hole in the parent rock body;
6) anchor hole is in the milk and vibration compacting, waiting for is in the milk solidifies, and accomplishes drawknot and reinforces.
2. crag internal crack drawknot reinforcement means according to claim 1; It is characterized in that: said anchor pole comprises bolt body; Its length direction is provided with some centralising devices in the bolt body upper edge; Said centralising device by around bolt body one week equally distributed 3 legs form, said leg is weldingly fixed on bolt body, and have 30 ° between leg and the bolt body-60 ° angle.
3. crag internal crack drawknot reinforcement means according to claim 1, it is characterized in that: said push rod comprises a straight-bar, an end of straight-bar be fixed with one be used to promote anchor pole the promotion dish, the face that said promotion dish contacts with anchor pole is spherical cambered surface.
4. crag internal crack drawknot reinforcement means according to claim 1 is characterized in that: cement mortar is adopted in said grouting, 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 |
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| CN102660959A true CN102660959A (en) | 2012-09-12 |
| CN102660959B CN102660959B (en) | 2014-06-04 |
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| CN201210176169.3A Expired - Fee Related CN102660959B (en) | 2012-05-31 | 2012-05-31 | Pulling reinforcement method for internal fissure of dangerous rock |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105672240A (en) * | 2016-01-25 | 2016-06-15 | 黄河勘测规划设计有限公司 | Treatment method for toppling and destructing dangerous rock masses |
| CN110512623A (en) * | 2019-08-23 | 2019-11-29 | 郑州安源工程技术有限公司 | Face slope surface rock anchorage setting method |
| CN110512624A (en) * | 2019-08-23 | 2019-11-29 | 郑州安源工程技术有限公司 | Face slope surface rock mass reinforcing method |
| 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)
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| 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 |
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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 (1)
| 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)》 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105672240A (en) * | 2016-01-25 | 2016-06-15 | 黄河勘测规划设计有限公司 | Treatment method for toppling and destructing dangerous rock masses |
| 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 |
| CN110512623A (en) * | 2019-08-23 | 2019-11-29 | 郑州安源工程技术有限公司 | Face slope surface rock anchorage setting method |
| CN110512624A (en) * | 2019-08-23 | 2019-11-29 | 郑州安源工程技术有限公司 | Face slope surface rock mass reinforcing method |
| 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 |
| 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 |
| 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 |
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| Publication number | Publication date |
|---|---|
| CN102660959B (en) | 2014-06-04 |
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