CN203583501U - Deep-layer shear resistant device capable of preventing rock sliding - Google Patents
Deep-layer shear resistant device capable of preventing rock sliding Download PDFInfo
- Publication number
- CN203583501U CN203583501U CN201320726789.XU CN201320726789U CN203583501U CN 203583501 U CN203583501 U CN 203583501U CN 201320726789 U CN201320726789 U CN 201320726789U CN 203583501 U CN203583501 U CN 203583501U
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- China
- Prior art keywords
- tendon
- layer shear
- rock mass
- shear resistance
- resistance system
- 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 - Lifetime
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- 239000011435 rock Substances 0.000 title claims abstract description 43
- 239000011083 cement mortar Substances 0.000 claims abstract description 10
- 210000002435 tendon Anatomy 0.000 claims description 36
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- 241000209094 Oryza Species 0.000 claims description 6
- 235000007164 Oryza sativa Nutrition 0.000 claims description 6
- 235000009566 rice Nutrition 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 10
- 238000009412 basement excavation Methods 0.000 abstract description 4
- 238000005516 engineering process Methods 0.000 abstract description 3
- 239000011150 reinforced concrete Substances 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 10
- 230000000694 effects Effects 0.000 description 6
- 238000000034 method Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- BVKZGUZCCUSVTD-UHFFFAOYSA-L Carbonate Chemical compound [O-]C([O-])=O BVKZGUZCCUSVTD-UHFFFAOYSA-L 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a deep-layer shear resistant device capable of preventing rock sliding. The deep-layer shear resistant device comprises a rebar bundle (3). The rebar bundle (3) is arranged in a drill hole (1), cement mortar (2) is arranged around the rebar bundle (3) in the drill hole (1), and a reinforced concrete top beam (4) is arranged on the top of the exposed end of the rebar bundle (3). The deep-layer shear resistant device solves the problems that in the prior art, when anchor cables, slide-resistant piles, cable-anchored piles and other supporting structures are used for preventing rock sliding, the construction technology is complex, construction progress is slow, slope engineering can not be carried until excavation is conducted, and the site adaptability is not high.
Description
Technical field
The utility model belongs to rock mass slip support technology, relates in particular to a kind of deep layer shear resistance system that rock mass slides of resisting.
Background technology
Geotechnical engineering industry (side slope and foundation pit supporting project) usually can run into deep support problem under the weak structural plane of stratiform, and particularly at karst landform karst foundation, extremely growing area seems more outstanding.In engineering application, engineers and technicians adopted the retaining structures such as anchor cable, antislide pile, anchor anchor to carry out supporting conventionally in the past, but above cited support pattern lays particular emphasis on Engineering Anti more and pull open badly and exist many difficult points in work progress, as slow in complicated construction technique, construction speed, slope project must can be constructed after excavation, and place applicability is not strong etc.At karst karst foundation, grow, particularly in Southwestern China area, have the carbonate rock area of great amount of soluble, very easily form continuous, complete weak argillization interlayer, thereby form shear failure, cause large-area landslide.
Summary of the invention
The technical problems to be solved in the utility model: a kind of deep layer shear resistance system that rock mass slides of resisting is provided, the complicated construction technique, the construction speed that with the slip of solution prior art supporting rock mass, adopt the retaining structures such as anchor cable, antislide pile, anchor anchor to exist are slow, the problems such as slope project must can be constructed after excavation, and place applicability is not strong.
Utility model technical scheme:
Resist the deep layer shear resistance system that rock mass slides, it comprises tendon, and tendon is positioned at boring, and the tendon in boring has cement mortar around, and steel concrete Guan Liang is arranged at tendon exposed junction top.
Distance between any two adjacent borings is 1-1.2 rice.
The aperture of boring is not more than 300 millimeters.
The compressive strength of cement mortar is greater than 20Mpa.
Tendon is not less than the single steel bar of 20 millimeters by diameter and forms.
Between the arbitrary neighborhood single steel bar of described tendon, be two-sided welding, welding side bar length is greater than 5 times of single steel bar diameter.
The length that tendon stretches into the potential sliding surface in rock stratum is greater than 2 meters.
The length that tendon stretches into the potential sliding surface in rock stratum is 3-5 rice.
Tendon is the round steel of 200 to 250 millimeters of diameters.
The preparation method of described a kind of deep layer shear resistance system of resisting rock mass slip is:
Step 1, rock layer surface measure position, hole hole;
Step 2, tendon is lifted in the boring of completion;
Step 3, compressive strength is greater than in the cement mortar injection hole of 20Mpa;
The utility model beneficial effect:
The utility model shear resistance system, by penetrating soft stratum, utilizes the shear resistance that is arranged at weak structural plane place's tendon or round steel, stops rock mass along weak structural plane slippage, and upper and lower weak structural plane rock mass is altered into an entirety; Shear resistance system is in slip casing by pressure, can push fragmented rock body around, and slurries can be penetrated in weak structural plane and periphery fragmented rock body under pressure, by cementing the rock mass of loose crushing, improve weak structural plane and rock stratum performance, improve the intensity of rock mass and weak structural plane, reduce the permeability of rock mass, reduce the distortion of rock mass, make to form one around centered by anchoring body, the large ground mixing cylinder that rock-soil layer is strengthened, effectively a lateral pressure that gear rock mass brings around, prevent the effect of gliding, improved the stability of side slope.The retaining structure adopting with prior art is as compared with anchor cable, antislide pile or anchor anchor, and the utility model greatly reduces construction investment, the reduction of erection time, and it is simple and convenient to construct; The most important thing is this shear resistance system strong adaptability, flexible arrangement, is convenient to use with other side slope protection ancillary engineering facilities; If the utility model adopts many row's multiple row drill modes simultaneously, tendon exposes top and adopts steel concrete Guan Liang to connect, improved the integral rigidity of shear resistance system, can effectively control domatic upper reinforcing area drawing crack seam formation, carry out, for the adverse effect that reduces filling water Upon Slope Stability in drawing crack seam, have positive role; The utility model has solved the slip of prior art supporting rock mass and has adopted the problems such as complicated construction technique, the construction speed of the retaining structure existence such as anchor cable, antislide pile, anchor anchor are slow, and slope project must can be constructed after excavation, and place applicability is not strong.
accompanying drawing explanation:
Fig. 1 is the utility model structural representation.
the specific embodiment:
Resist the deep layer shear resistance system that rock mass slides, it comprises tendon 3, and tendon 3 is positioned at boring 1, and the tendon 3 in boring 1 has cement mortar 2, tendon 3 exposed junction tops to have steel concrete hat beam 4 around.
Distance between any two adjacent borings 1 is 1-1.2 rice, the row of boring 1 and columns are determined according to the size of rock mass slide area, distance between adjacent boring is 1.1 meters of optimums, effect is best, arrive optimum skidproof effect and cost relatively low, pitch-row distance is less, and construction cost is higher, distance is larger, and skidproof effect is lower.
The aperture of boring 1 is not more than 300 millimeters, when adopting tendon, aperture is not more than 200 millimeters, while adopting round steel, aperture is not more than 300 millimeters, concrete aperture determines according to the diameter of selected tendon or round steel, to guarantee that tendon or round steel can put into boring smoothly, puts into the gap cement mortar 2 of rear boring 1 and fills up.
The compressive strength of cement mortar 2 is greater than 20Mpa.
Tendon 3 is not less than the reinforcing bar of 20 millimeters by single diameter and forms.
Between the arbitrary neighborhood single steel bar of described tendon 3, be two-sided welding, welding side bar length is greater than 5 times of single steel bar diameter, to guarantee the intensity of tendon 3.
The length that tendon 3 stretches into the potential sliding surface in rock stratum is greater than 2 meters, and the length that the shearing resistance section of tendon 3 stretches into the potential sliding surface in rock stratum is preferably 3-5 rice, reach and can realize skidproof effect, again as far as possible saving steel to reduce costs.
The preparation method of described a kind of deep layer shear resistance system of resisting rock mass slip is:
Step 1, measure position, hole hole in rock layer surface, drilling hole amount is according to anti-skidding rock stratum area definition, and pore size is determined according to selected reinforcing bar or round steel diameter;
Step 2, tendon 3 is lifted in the boring 1 of completion,
Step 3, compressive strength is greater than in the gap in cement mortar 2 injection holes 1 of 20Mpa, fills up the gap of boring 1.
Claims (9)
1. resist the deep layer shear resistance system that rock mass slides for one kind, it comprises tendon (3), it is characterized in that: tendon (3) is positioned at boring (1), the tendon (3) in boring (1) has cement mortar (2) around, and steel concrete Guan Liang (4) is arranged at tendon (3) exposed junction top.
2. a kind of deep layer shear resistance system that rock mass slides of resisting according to claim 1, is characterized in that: the distance between any two adjacent borings (1) is 1-1.2 rice.
3. a kind of deep layer shear resistance system that rock mass slides of resisting according to claim 1, is characterized in that: the aperture of boring (1) is not more than 300 millimeters.
4. a kind of deep layer shear resistance system that rock mass slides of resisting according to claim 1, is characterized in that: the compressive strength of cement mortar (2) is greater than 20Mpa.
5. a kind of deep layer shear resistance system that rock mass slides of resisting according to claim 1, is characterized in that: tendon (3) is not less than the single steel bar of 20 millimeters by diameter and forms.
6. a kind ofly according to claim 1 or 5 resist the deep layer shear resistance system that rock mass slides, it is characterized in that: between the arbitrary neighborhood single steel bar of described tendon (3), for two-sided welding, welding side bar length is greater than 5 times of single steel bar diameter.
According to claim 1 or 5 a kind of resist rock mass slide deep layer shear resistance system, it is characterized in that: the length that tendon (3) stretches into the potential sliding surface in rock stratum is greater than 2 meters.
According to claim 1 or 5 a kind of resist rock mass slide deep layer shear resistance system, it is characterized in that: the length that tendon (3) stretches into the potential sliding surface in rock stratum is 3-5 rice.
9. a kind ofly according to claim 1 or 5 resist the deep layer shear resistance system that rock mass slides, it is characterized in that: the round steel that tendon (3) is 200 to 250 millimeters of diameters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320726789.XU CN203583501U (en) | 2013-11-18 | 2013-11-18 | Deep-layer shear resistant device capable of preventing rock sliding |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320726789.XU CN203583501U (en) | 2013-11-18 | 2013-11-18 | Deep-layer shear resistant device capable of preventing rock sliding |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203583501U true CN203583501U (en) | 2014-05-07 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320726789.XU Expired - Lifetime CN203583501U (en) | 2013-11-18 | 2013-11-18 | Deep-layer shear resistant device capable of preventing rock sliding |
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| CN (1) | CN203583501U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541368A (en) * | 2013-11-18 | 2014-01-29 | 贵州正业工程技术投资有限公司 | Rock-mass skidding resisting deep-layer shearing resisting device and method for manufacturing same |
| CN107859022A (en) * | 2017-11-07 | 2018-03-30 | 中国能源建设集团广东省电力设计研究院有限公司 | Deep soft soil foundation stabilization and pattern foundation pit supporting structure co-ordinative construction |
| CN111074888A (en) * | 2020-02-06 | 2020-04-28 | 贵州星隆迪岩土工程有限公司 | Super-strong anti-slip anchor rod and construction method |
-
2013
- 2013-11-18 CN CN201320726789.XU patent/CN203583501U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541368A (en) * | 2013-11-18 | 2014-01-29 | 贵州正业工程技术投资有限公司 | Rock-mass skidding resisting deep-layer shearing resisting device and method for manufacturing same |
| CN107859022A (en) * | 2017-11-07 | 2018-03-30 | 中国能源建设集团广东省电力设计研究院有限公司 | Deep soft soil foundation stabilization and pattern foundation pit supporting structure co-ordinative construction |
| CN111074888A (en) * | 2020-02-06 | 2020-04-28 | 贵州星隆迪岩土工程有限公司 | Super-strong anti-slip anchor rod and construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140507 |