CN105672240A - Treatment method for toppling and destructing dangerous rock masses - Google Patents
Treatment method for toppling and destructing dangerous rock masses Download PDFInfo
- Publication number
- CN105672240A CN105672240A CN201610047286.8A CN201610047286A CN105672240A CN 105672240 A CN105672240 A CN 105672240A CN 201610047286 A CN201610047286 A CN 201610047286A CN 105672240 A CN105672240 A CN 105672240A
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- China
- Prior art keywords
- rock mass
- danger rock
- danger
- rock masses
- dangerous rock
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Abstract
The invention discloses a treatment method for toppling and destructing dangerous rock masses. The treatment method comprises the steps of 1, reinforcing slope toes of the dangerous rock masses through curing agents, wherein the reinforcing range extends from deposits on the slope toes to lower laid weak rock strata; 2, forming horizontal holes in the positions, located in the rear edges of the dangerous rock masses and below tension cracks, of the lower laid weak rock strata, wherein the horizontal holes penetrate through the lower laid weak rock strata; 3, arranging a horizontal steel bar belt at the position, with the height being 1/2-2/3 of the height of the dangerous rock masses, of the outer surfaces of the dangerous rock masses, wherein the steel bar belt is connected to a mother body through anchor rods in an anchored mode, and the length of the anchored section is 1/3 of the horizontal length of the dangerous rock masses; 4, arranging a force meter on the steel bar belt for monitoring the safety of the dangerous rock masses. The treatment method has the advantages that deformation with the direction opposite to the conventional toppling and deforming direction is generated according to the inverse mechanism forming deformation of the dangerous rock masses, and therefore the dangerous rock masses can tend to incline towards the tension cracks on the rear edges, the inclined dangerous rock masses can be straightened, and the stability coefficient of the dangerous rock masses can be increased.
Description
Technical field
The present invention relates to danger rock mass administering method, especially relate to Inclining destruction type danger rock mass administering method.
Background technology
Although danger rock mass refers to that unstability does not also occur some rock mass, but possesses the underlying condition that unstability occurs, and unstability premonitory phenomenon has occurred, therefore imply that and unstability may occur soon, such rock mass or rock mass group's block are called danger rock mass. Danger rock mass is potential unstable rock mass, and structural plane cutting is organized in many places more on steep side slope, under the external force effects such as gravity, weathering agent, earthquake and seepage water pressure, it is possible to cause being separated and unstability with parent rock, is a kind of typical slope geological. The danger main damage form that produces of rock mass have topple over, avalanche, seat be sliding and slippage destroys.
At present, for Inclining destruction type danger rock mass administer mainly take following several method: 1, cut head and subtract load method: take reduce danger rock mass slope height or slow down danger rock mass slope angle to reduce side slope sliding force. 2, the anti-sliding method of presser feet: take to build a gear danger rock mass such as retaining wall, revetment, or adopt Steel Concrete antislide pile or Steel-bar Pile as anti-skid propping works. 3, earth's surface and underdrainage protection method: a, earth's surface draining specific practice have: prevent peripheral surface water from entering landslide district, repair catch drain at boundary of landslide; Domatic build waterways in the district of landslide; Adopt mortar flag stone or artificial vegetation bedding on the cover layer, ooze under preventing surface water; For rock side slope also available shotcrete mask or extension reinforcing mat shotcrete. B, earth's surface draining specific practice have: the measure of underdrainage is more, conventional method has that horizontal drilling dredges hole draining dry, vertical, vertical shaft draws water, tunnel dredge dry, support french drain etc. 4, anchor pole, anchor cable method for strengthening: adopting a large amount of prestress anchor pole or anchor cable to reinforce, boring on fixing danger rock mass is through stablizes basement rock intending, and then at hole interpolation anchor pole or add anchor cable, and waters sand-cement slurry and fixes, and aperture is fixed with bolt.
The method of above-mentioned improvement Inclining destruction type danger rock mass, sometimes needs comprehensive use just can reach improvement object, therefore there is working procedure complexity, difficulty is big, long in time limit, cost is high deficiency.
Summary of the invention
The object of the invention is to provide a kind of Inclining destruction type danger rock mass administering method.
For achieving the above object, the present invention takes following technical proposals:
Inclining destruction type of the present invention danger rock mass administering method, carries out according to following step:
The first step, the toe of described danger rock mass adopt solidifying agent reinforce, to improve slip resistance and the barrier performance of described toe; Reinforcing scope comprises toe stores and deeply descends 15～40cm in sleeping soft stratum;
2nd step, described danger rock mass trailing edge, be positioned at the lower sleeping soft stratum position below tensile crack, it is parallel to described tensile crack and offers lateral aperture, the through described lower sleeping soft stratum of described lateral aperture, to form the inverse mechanism of danger rock mass deformation, that is: make danger rock mass produce the distortion contrary with conventional deformation direction, impel trend that danger rock mass produces to topple over to trailing edge stretch-draw crack and avoid generation to the avalanche in toe direction, topple over and destruction of coming down;
3rd step, described danger rock mass outside surface be positioned at danger rock mass height 1/2～2/3 position horizontal reinforcing bar waistband is set, the reinforcing bar that reinforcing bar waistband uses adopts HRB400 Deformed Steel Bars, diameter should be selected according to structure size and reinforcing steel bar bear situation, it is generally 20mm～32mm, reinforcing bar waistband erects along danger rock mass and arranges 1 ~ 3 to interval, reinforcing bar waistband is connected the anchor rod anchored pattern of employing with parent, and anchoring depth is about danger rock mass level to length 1/3;
4th step, ergometer is set on described reinforcing bar waistband, for monitoring danger rock mass safety.
In described 2nd step, water filling in described lateral aperture, to impel the fast softening of sleeping soft stratum under lateral aperture place.
Described lateral aperture can be arranged as single, it is possible to is arranged to upper and lower two rows, and the diameter of lateral aperture is 75～200mm, and concrete hole count, position and aperture are determined by calculation of correlation.
The invention has the advantages that and design for Inclining destruction type danger rock mass, according to " the inverse mechanism " that forms danger rock mass deformation, namely produce a kind of to topple over the contrary distortion of deformation direction with routine, danger rock mass is made to produce the trend tilted to trailing edge stretch-draw crack, make the danger rock mass " righting " occurring to tilt, thus increase the stability coefficient of danger rock mass. Little according to the inventive method difficulty of construction, cost is low, the cycle is short, working procedure is simple. By at the trailing edge of described danger rock mass, be positioned at the lower sleeping soft stratum position below tensile crack and be parallel to tensile crack and offer lateral aperture so that danger rock mass produces the inverse mechanism of a kind of former distortion and recovers safe state.
Accompanying drawing explanation
Fig. 1 is the danger rock mass administration structure schematic diagram implemented according to the inventive method.
Fig. 2 is that the I of Fig. 1 is to partial schematic diagram.
Embodiment
As shown in Figure 1, 2, Inclining destruction type of the present invention danger rock mass administering method, the volume for danger rock mass designs between thousands of side to tens thousand of side, carries out according to following step:
The first step, to the toe 2(of described danger rock mass 1 namely: the side slope of danger rock mass 1 or danger rock mass 1 and lower stabilizer rock mass junction part) adopt solidifying agent to reinforce, to improve slip resistance and the barrier performance of described toe 2; Reinforcing scope comprises toe 2 stores and is deep into 15cm～40cm in lower sleeping soft stratum 3; The solidifying agent used is concrete, sand-cement slurry or polymer Cement Composite Material; Curing adopts injection process, namely spray on toe 2 surface of danger rock mass 1 concrete, sand-cement slurry or polymer Cement Composite Material;
2nd step, danger rock mass 1 the trailing edge edge of parent rock body 4 side (that is: near), be positioned at lower sleeping soft stratum 3 position below tensile crack 5, it is parallel to tensile crack 5 to offer two draining flat hole 6(and certainly also can offer next row of horizontal hole), the diameter of lateral aperture 6 is selected between 75mm～200mm, and actual pore size, pitch of holes and bore position are determined according to calculating; The all through lower sleeping soft stratum 3 of each lateral aperture 6, to form the inverse mechanism that danger rock mass 1 is out of shape, that is: make danger rock mass 1 produce the distortion contrary with conventional deformation direction, impel trend that danger rock mass 1 produces to topple over to trailing edge stretch-draw crack 5 and avoid generation to the avalanche in toe 2 direction, topple over and destruction of coming down; For impelling danger rock mass 1 to produce the trend toppled over to trailing edge stretch-draw crack 5 further, it is possible to water filling in lateral aperture 6, makes lower sleeping soft stratum 3 fast softening at lateral aperture 6 place;
3rd step, danger rock mass 1 outside surface be positioned at danger rock mass 1 height 1/2～2/3 position be horizontally disposed with 1 bar of (or vertically interval arranges many articles) reinforcing bar waistband 7, the reinforcing bar that reinforcing bar waistband 7 uses adopts HRB400 Deformed Steel Bars, diameter should be selected according to structure size and reinforcing steel bar bear situation, general 20mm～32mm, reinforcing bar waistband 7 adopts anchor pole 8 anchorage system with the connection of danger rock mass 1 and parent rock body 4, and anchoring depth is about danger rock mass level to length 1/3;
4th step, ergometer is set on reinforcing bar waistband 7, for monitoring the safety of danger rock mass 1.
Claims (3)
1. an Inclining destruction type danger rock mass administering method, it is characterised in that: carry out according to following step:
The first step, the toe of described danger rock mass adopt solidifying agent reinforce, to improve slip resistance and the barrier performance of described toe; Reinforcing scope comprises toe stores and deeply descends 15～40cm in sleeping soft stratum;
2nd step, described danger rock mass trailing edge, be positioned at the lower sleeping soft stratum position below tensile crack, it is parallel to described tensile crack and offers lateral aperture, the through lower sleeping soft stratum of described lateral aperture, to form the inverse mechanism of danger rock mass deformation, that is: make danger rock mass produce the distortion contrary with conventional deformation direction, impel trend that danger rock mass produces to topple over to trailing edge stretch-draw crack and avoid generation to the avalanche in toe direction, topple over and destruction of coming down;
3rd step, described danger rock mass outside surface be positioned at danger rock mass height 1/2～2/3 position horizontal reinforcing bar waistband is set, the reinforcing bar that reinforcing bar waistband uses adopts HRB400 Deformed Steel Bars, diameter is 20mm～32mm, reinforcing bar waistband erects along danger rock mass and arranges 1 ~ 3 to interval, reinforcing bar waistband is connected the anchor rod anchored pattern of employing with parent, and anchoring depth is about danger rock mass level to length 1/3;
4th step, ergometer is set on described reinforcing bar waistband, for monitoring danger rock mass safety.
2. Inclining destruction type according to claim 1 danger rock mass administering method, it is characterised in that: in described 2nd step, water filling in described lateral aperture, to impel the fast softening of sleeping soft stratum under lateral aperture place.
3. Inclining destruction type according to claim 1 and 2 danger rock mass administering method, it is characterised in that: described lateral aperture is arranged to single or is arranged to upper and lower two rows, and the diameter of lateral aperture is 75～200mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610047286.8A CN105672240B (en) | 2016-01-25 | 2016-01-25 | Inclining destruction type Dangerous Rock Body administering method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610047286.8A CN105672240B (en) | 2016-01-25 | 2016-01-25 | Inclining destruction type Dangerous Rock Body administering method |
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| CN105672240A true CN105672240A (en) | 2016-06-15 |
| CN105672240B CN105672240B (en) | 2017-06-27 |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107326916A (en) * | 2017-07-31 | 2017-11-07 | 中铁大桥局集团第五工程有限公司 | A kind of rockfall means of defence |
| CN109556951A (en) * | 2019-01-09 | 2019-04-02 | 中国电建集团西北勘测设计研究院有限公司 | A kind of underwater deformable landslide mechanics test device of plate cracking hard rock and method |
| CN110004955A (en) * | 2019-05-15 | 2019-07-12 | 中国电建集团中南勘测设计研究院有限公司 | A kind of hydroelectric project topples over type Dangerous Rock Body joint safeguard structure and administering method |
| CN111811345A (en) * | 2020-06-29 | 2020-10-23 | 湖南省交通规划勘察设计院有限公司 | Stone breaking method for reducing road unstable steep slope dangerous rock mass catastrophe risk |
| CN114396060A (en) * | 2022-01-25 | 2022-04-26 | 中国铁道科学研究院集团有限公司 | Steel wire rope binding structure of giant dangerous rock mass |
| CN114411773A (en) * | 2022-01-25 | 2022-04-29 | 中国铁道科学研究院集团有限公司 | Steel wire rope binding construction method for giant dangerous rock mass |
| CN115821888A (en) * | 2022-11-29 | 2023-03-21 | 中国海洋大学 | Method for repairing sea corrosion column |
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| CN104563142A (en) * | 2015-01-05 | 2015-04-29 | 中国电建集团成都勘测设计研究院有限公司 | United protection structure for large toppling type dangerous rock and treatment method |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107326916A (en) * | 2017-07-31 | 2017-11-07 | 中铁大桥局集团第五工程有限公司 | A kind of rockfall means of defence |
| CN109556951A (en) * | 2019-01-09 | 2019-04-02 | 中国电建集团西北勘测设计研究院有限公司 | A kind of underwater deformable landslide mechanics test device of plate cracking hard rock and method |
| CN109556951B (en) * | 2019-01-09 | 2021-03-19 | 中国电建集团西北勘测设计研究院有限公司 | Mechanical testing device and method for underwater dumping deformation body of plate cracking hard rock |
| CN110004955A (en) * | 2019-05-15 | 2019-07-12 | 中国电建集团中南勘测设计研究院有限公司 | A kind of hydroelectric project topples over type Dangerous Rock Body joint safeguard structure and administering method |
| CN111811345A (en) * | 2020-06-29 | 2020-10-23 | 湖南省交通规划勘察设计院有限公司 | Stone breaking method for reducing road unstable steep slope dangerous rock mass catastrophe risk |
| CN114396060A (en) * | 2022-01-25 | 2022-04-26 | 中国铁道科学研究院集团有限公司 | Steel wire rope binding structure of giant dangerous rock mass |
| CN114411773A (en) * | 2022-01-25 | 2022-04-29 | 中国铁道科学研究院集团有限公司 | Steel wire rope binding construction method for giant dangerous rock mass |
| CN115821888A (en) * | 2022-11-29 | 2023-03-21 | 中国海洋大学 | Method for repairing sea corrosion column |
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| Publication number | Publication date |
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| CN105672240B (en) | 2017-06-27 |
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Address after: 450003 Zhengzhou Jinshui Road, Henan, No. 109 Patentee after: Yellow River Survey Planning and Design Research Institute Co., Ltd. Address before: 450003 Zhengzhou Jinshui Road, Henan, No. 109 Patentee before: Yellow River Engineering Consulting Co., Ltd. |
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