CN107083775B - Rock slope fracture surface replacement treatment method - Google Patents
Rock slope fracture surface replacement treatment method Download PDFInfo
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- CN107083775B CN107083775B CN201710366591.8A CN201710366591A CN107083775B CN 107083775 B CN107083775 B CN 107083775B CN 201710366591 A CN201710366591 A CN 201710366591A CN 107083775 B CN107083775 B CN 107083775B
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- side slope
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a rock slope fracture surface replacement treatment method, which comprises the following steps: and taking out the softened interlayer in the slope fracture surface in a punching mode, and replacing the softened interlayer with cement mortar with higher strength parameters. The method can improve the stability of the high and steep slope, has the characteristics of short construction period, small economic investment, obvious reinforcing effect, environmental protection and the like, and has the property of disaster prevention and reduction.
Description
Technical field
The present invention relates to a kind of high precipitous rock slope plane of fracture displacement administering methods, belong to mountain highway, national defence cave depot road
Road, the geological disaster of city pedestrian passage, Slope Prevention and disease structural strengthening field.
Background technique
China is the country on mountain more than one, and mountain and hill accounts for 2/3 of territory total area or more, is high precipitous rock side in the world
One of the country that slope disaster is developed the most, the especially west areas such as Sichuan, Chongqing, Qinghai, Tibet, Gansu, the main line of communication, mine
There are millions of high precipitous rock slopes with severe compromise in mountain and downtown areas, the formation of the plane of fracture and run through
It is the basic reason that high precipitous rock slope destroys.
High precipitous rock slope is often developed in valley area, by the souring of river earth history, is sent out in river valley two sides
High precipitous rock slope is educated, and through off-load slacking, is bordering on the upright rear plane of fracture in the generation of side slope rear, and administers such
The key of side slope is the improvement of plane of fracture intensive parameter.Currently, high precipitous rock slope Treatment process is not yet mature, it is especially broken
The remedial technology of broken face is still weak link.The high precipitous rocks such as slip casting, support, anchoring, removing, the lattice anchor cable researched and developed so far
Slope Prevention technology relies on the plane of fracture to carry out, and the stronger technology of specific aim only has grouting method.Slip casting is attached in structural plane
Nearly punching, is then injected into a kind of plane of fracture Treatment process of cement mortar.
With the development of engineering technology, slurry injection technique problem is highlighted, and three aspects is mainly manifested in, first is that structural plane is difficult to
Exact position is obtained, the method more punched is generallyd use and carries out, destroy the globality of rock mass, exacerbate the risk of side slope；
Second is that most structural planes are enclosed construction face, and structural plane is tiny, and existing cement mortar is difficult to inject wherein；Third is that spillage
Problem, field engineering discovery, most structural planes have the characteristics that deep, wide, extension farther out, and cement mortar injection wherein often flows into
In other structures face, the effect of grouting and reinforcing structural plane is not had.Therefore, for the remedial technology of the high precipitous rock slope plane of fracture
Still immature, technical aspect still relatively falls behind.
Summary of the invention
It is an object of the invention to overcome the above problem of the existing technology, a kind of rock side slope plane of fracture displacement is provided
Administering method.Stability of the high and steep slope is capable of increasing using the present invention, has that short construction period, economic input be small, consolidation effect
Significantly, the features such as environmentally friendly, and there is attribute of preventing and reducing natural disasters.
To achieve the above object, the technical solution adopted by the present invention is as follows：
A kind of rock side slope plane of fracture displacement administering method, it is characterised in that：Side Slope crack face is taken out using hole knockout
Interior softening interlayer replaces it with the higher cement mortar of intensive parameter.
The method specifically comprises the following steps：
A, it is directed to specific rock side slope, Side Slope crack face depth is determined by site inspectionl, Side Slope crack face areaS、
Side Slope crack face maximum width and plane of fracture inclination angleβ, Side Slope crack face depthlAs drilling depthl, plane of fracture inclination angleβAs
Dip angle of holeβ, and known to plane of fracture shear strength parameter, cement mortar shear strength parameter；
B, safety coefficient is determined according to rock side slope degree of protectionF s , calculate angle of equivalent internal frictionφ s With equivalent cohesivec s
Between relationship, and according to angle of equivalent internal frictionφ s And equivalent cohesivec s It is anti-in plane of fracture shear strength parameter and cement mortar
The principle chosen between intensive parameter is cut, determines final angle of equivalent internal frictionφ s With equivalent cohesivec s ；
C, pass through determining angle of equivalent internal frictionφ s And equivalent cohesivec s , in conjunction with plane of fracture shear strength parameter and cement
Shear Strength Parameters of Mortar calculates Side Slope crack face replacement raten, and by Side Slope crack face areaS, obtain side slope replacement areanS；
D, suitable bore diameter is chosen according to 1.2 ~ 1.5 times of Side Slope crack face maximum widthsd, in conjunction with side slope replacement areanS, Side Slope crack face depthl, calculate drilling hole amountN；
E, by Side Slope crack face areaS, Side Slope crack face replacement raten, drilling hole amountN、Side Slope crack face depthlAnd drilling
Diameterd, determine the spacing of wellsa；
F, according to side slope replacement areanS, drilling depthl, dip angle of holeβ, drilling hole amountN, bore diameterdBetween drilling
Away froma, punch the softening interlayer taken out in Side Slope crack face and replace it with the higher cement mortar of intensive parameter.
In the step a, plane of fracture shear strength parameter includes plane of fracture cohesive forcec 0With plane of fracture internal friction angleφ 0, water
Cement mortar shear strength parameter includes cement mortar cohesive forcec 1With cement mortar internal friction angleφ 1。
In the step b, angle of equivalent internal frictionφ s With equivalent cohesivec s Between relationship pass through following formula determine：
（1）
Wherein,F s For safety coefficient, determined by side slope safety grade；GFor side slope gravity, unit kN；βFor Side Slope crack face
Inclination angle, unit °；φ s For angle of equivalent internal friction, unit °；c s For equivalent cohesive, unit kPa.
In the step b, by angle of equivalent internal frictionφ s In plane of fracture internal friction angleφ 0With cement mortar internal friction angleφ 1
Between arbitrarily choose after, pass through formula（1）Equivalent cohesive is calculatedc s 。
In the step b, by equivalent cohesivec s In plane of fracture cohesive forcec 0With cement mortar cohesive forcec 1Between arbitrarily select
After taking, pass through formula（1）Angle of equivalent internal friction is calculatedφ s 。
In the step c, replacement ratenIt is calculated by following formula：
（2）.
In the step d, the quantity of drillingNIt is calculated by following formula：
（3）.
In the step e, the spacing of wellsaIt is determined by following formula：
（4）.
In the step e, concrete construction method is as follows：
1）The artificial surface surface dust removed at the top of side slope near the plane of fracture, prevents in surface dust access aperture；
2）It for fixed Side Slope crack face, is punched from two side of Side Slope crack face to centre, using the side of segmentation punching
Formula carries out, and cement mortar is injected after the completion of punching, avoids the disturbance of slope rock mass in drill process as far as possible；
3）After completing one section of punching slip casting, carried out again after waiting this section of cement mortar sufficiently to solidify bonding with the plane of fracture next
The drilling operation of segmentation；
4）After the completion of bored grouting solidification, at the top of surface dust covering side slope.
The grade of cement mortar is M15 or M20, and gravel size is less than 0.5mm.
Using the advantage of the invention is that：
The present invention is suitable for the high precipitous rock slope reinforcing engineering that the more smooth rear in top has the obvious plane of fracture, using beating
Hole takes out weak intercalated layer in the plane of fracture and replaces it with the higher cement mortar of intensity, increases stability of the high and steep slope with this, has
The features such as short construction period, economic input are small, consolidation effect is significant, environmental protection has attribute of preventing and reducing natural disasters.
Detailed description of the invention
Fig. 1 is rock side slope schematic diagram；
Fig. 2 is well cementing displacement plane of fracture diagrammatic cross-section；
Fig. 3 is well cementing displacement plane of fracture elevation；
Fig. 4 is well cementing displacement plane of fracture top view.
Specific embodiment
Embodiment 1
A kind of rock side slope plane of fracture displacement administering method, including：It is taken out using hole knockout soft in Side Slope crack face
Change interlayer, replaces it with the higher cement mortar of intensive parameter.
The method specifically comprises the following steps：
A, it is directed to specific high precipitous rock slope, Side Slope crack face depth is determined by site inspectionl, Side Slope crack face face
ProductS, Side Slope crack face maximum width and plane of fracture inclination angleβ, Side Slope crack face depthlAs drilling depthl, plane of fracture inclination angleβ
As dip angle of holeβ, and known to plane of fracture shear strength parameter, cement mortar shear strength parameter；
B, safety coefficient is determined according to high precipitous rock slope degree of protectionF s , calculate angle of equivalent internal frictionφ s With equivalent bonding
Powerc s Between relationship, and according to angle of equivalent internal frictionφ s And equivalent cohesivec s In plane of fracture shear strength parameter and cement bonded sand
The principle chosen between slurry shear strength parameter, determines final angle of equivalent internal frictionφ s With equivalent cohesivec s ；
C, pass through determining angle of equivalent internal frictionφ s And equivalent cohesivec s , in conjunction with plane of fracture shear strength parameter and cement
Shear Strength Parameters of Mortar calculates Side Slope crack face replacement raten, and by Side Slope crack face areaS, obtain side slope replacement areanS；
D, suitable bore diameter is chosen according to 1.2 ~ 1.5 times of Side Slope crack face maximum widthsd, in conjunction with side slope replacement areanS, Side Slope crack face depthl, calculate drilling hole amountN；
E, by Side Slope crack face areaS, Side Slope crack face replacement raten, drilling hole amountN、Side Slope crack face depthlAnd drilling
Diameterd, determine the spacing of wellsa；
F, according to side slope replacement areanS, drilling depthl, dip angle of holeβ, drilling hole amountN, bore diameterdBetween drilling
Away froma, punch the softening interlayer taken out in Side Slope crack face and replace it with the higher cement mortar of intensive parameter.
In the step a, plane of fracture shear strength parameter includes plane of fracture cohesive forcec 0With plane of fracture internal friction angleφ 0, water
Cement mortar shear strength parameter includes cement mortar cohesive forcec 1With cement mortar internal friction angleφ 1。
In the step b, angle of equivalent internal frictionφ s With equivalent cohesivec s Between relationship pass through following formula determine：
（1）
Wherein,F s For safety coefficient, determined by side slope safety grade；GFor side slope gravity, unit kN；βFor Side Slope crack face
Inclination angle, unit °；φ s For angle of equivalent internal friction, unit °；c s For equivalent cohesive, unit kPa.
In the step b, by angle of equivalent internal frictionφ s In plane of fracture internal friction angleφ 0With cement mortar internal friction angleφ 1
Between arbitrarily choose after, pass through formula（1）Equivalent cohesive is calculatedc s 。
In the step b, by equivalent cohesivec s In plane of fracture cohesive forcec 0With cement mortar cohesive forcec 1Between arbitrarily select
After taking, pass through formula（1）Angle of equivalent internal friction is calculatedφ s 。
In the step c, replacement ratenIt is calculated by following formula：
（2）.
In the step d, the quantity of drillingNIt is calculated by following formula：
（3）.
In the step e, the spacing of wellsaIt is determined by following formula：
（4）.
In the step e, concrete construction method is as follows：
1）The artificial surface surface dust removed at the top of side slope near the plane of fracture, prevents in surface dust access aperture；
2）It is beaten according to the related data of acquisition from two side of Side Slope crack face to centre for fixed Side Slope crack face
Hole, is carried out by the way of segmentation punching, is injection cement mortar after the completion of punching, is avoided slope rock mass as far as possible in drill process
Disturbance；
3）After completing one section of punching slip casting, carried out again after waiting this section of cement mortar sufficiently to solidify bonding with the plane of fracture next
The drilling operation of segmentation；
4）After the completion of bored grouting solidification, at the top of surface dust covering side slope, good environment protecting can be obtained.
The grade of cement mortar is M15 or M20, and gravel size is less than 0.5mm.
Embodiment 2
The present invention will be further described for the present embodiment combination attached drawing.
High precipitous rock slope forms initial stage, since Unloading Effect is bordering on the upright plane of fracture in rear generation, by long-term
The physical mechanics slacking plane of fracture is converted into softening interlayer, and plane of fracture shearing strength reduces, and stability of slope coefficient reduces, with
Further decreasing for Side Slope crack face parameter will lead to high gradient slope along the sudden destruction of rear plane of fracture generation.
In the side slope rear plane of fracture using the softening interlayer in hole knockout taking-up Side Slope crack face, intensity ginseng is replaced it with
The higher cement mortar of number, can increase plane of fracture overall mechanical properties, to increase stability of slope coefficient, reach the high steep rock of improvement
The effect of matter side slope.
The present invention is suitable for the more smooth medium-sized or large-scale high precipitous rock slope containing the vertical plane of fracture of side slope rear and administers work
Journey, such as Fig. 1.Control fissure, that is, plane of fracture in the figure.
The invention is related in plane of fracture internal drilling and injects the arrangement of cement mortar displacement high precipitous rock slope Weak face
Method and its engineering design and construction method, as shown in Fig. 2 ~ Fig. 4.
In the plane along plane of fracture top layout, dip angle of hole is the drilling injection cement mortar displacement plane of fractureβ, length isl, as shown in Figure 1.It can be determined by plane of fracture depth, bore diameter isd, spacing isa, as shown in Fig. 3 ~ Fig. 4.
The preferred embodiment of the present embodiment is that grade of cement mortar is M15 or M20 in drilling, and gravel size is less than
0.5mm。
In the present embodiment, angle of equivalent internal frictionφ s With equivalent cohesivec s Between relationship by following formula（1）It determines：
（1）
Wherein,F s It for safety coefficient, is determined by side slope safety grade, is executed by existing standard；GFor side slope gravity（kN）；β
For Side Slope crack face inclination angle（°）；φ s For angle of equivalent internal friction（°）；c s For equivalent cohesive（kPa）；Angle of equivalent internal frictionφ s With
Equivalent cohesivec s It can be chosen between Side Slope crack surface intensity parameter and strength of cement mortar parameter.
Side Slope crack face areaSIt is known that replacement rate isn, then replacement area benS, replacement ratenBy following formula（2）It calculates：
（2）
In formula,c 0Withc 1The respectively plane of fracture and cement mortar cohesive force（kPa）；φ 0Withφ 1The respectively plane of fracture and water
Cement mortar internal friction angle（°）, other physical significances are same as above.
Bore diameterdGenerally 1.2 ~ 1.5 times of Side Slope crack face maximum width, the quantity of drillingNBy following formula（3）Meter
It calculates：
（3）.
The spacing of wells is by following formula（4）It determines：
（4）.
Above-mentioned specific embodiment limits the invention to illustrate the present invention, of the invention
In spirit and scope of protection of the claims, to any modifications and changes that the present invention makes, protection of the invention should be all fallen into
Range.
Claims (9)
1. a kind of rock side slope plane of fracture displacement administering method, it is characterised in that：It is taken out in Side Slope crack face using hole knockout
Softening interlayer, replace it with the higher cement mortar of intensive parameter；
The method specifically comprises the following steps：
A, it is directed to specific rock side slope, Side Slope crack face depth is determined by site inspectionl, Side Slope crack face areaS, side slope
Plane of fracture maximum width and plane of fracture inclination angleβ, Side Slope crack face depthlAs drilling depthl, plane of fracture inclination angleβAs drill
Inclination angleβ, and known to plane of fracture shear strength parameter, cement mortar shear strength parameter；
B, safety coefficient is determined according to rock side slope degree of protectionF s , calculate angle of equivalent internal frictionφ s With equivalent cohesivec s Between
Relationship, and according to angle of equivalent internal frictionφ s And equivalent cohesivec s It is strong in plane of fracture shear strength parameter and cement mortar shearing resistance
The principle chosen between degree parameter, determines final angle of equivalent internal frictionφ s With equivalent cohesivec s ；
C, pass through determining angle of equivalent internal frictionφ s And equivalent cohesivec s , in conjunction with plane of fracture shear strength parameter and cement mortar
Shear strength parameter calculates Side Slope crack face replacement raten, and by Side Slope crack face areaS, obtain side slope replacement areanS；
D, suitable bore diameter is chosen according to 1.2 ~ 1.5 times of Side Slope crack face maximum widthsd, in conjunction with side slope replacement areanS、
Side Slope crack face depthl, calculate drilling hole amountN；
E, by Side Slope crack face areaS, Side Slope crack face replacement raten, drilling hole amountN、Side Slope crack face depthlAnd bore diameterd, determine the spacing of wellsa；
F, according to side slope replacement areanS, drilling depthl, dip angle of holeβ, drilling hole amountN, bore diameterdAnd the spacing of wellsa,
The softening interlayer that punching is taken out in Side Slope crack face replaces it with the higher cement mortar of intensive parameter.
2. rock side slope plane of fracture displacement administering method according to claim 1, it is characterised in that：In the step a, break
Broken face shear strength parameter includes plane of fracture cohesive forcec 0With plane of fracture internal friction angleφ 0, cement mortar shear strength parameter includes
Cement mortar cohesive forcec 1With cement mortar internal friction angleφ 1。
3. rock side slope plane of fracture displacement administering method according to claim 2, it is characterised in that：In the step b, etc.
Imitate internal friction angleφ s With equivalent cohesivec s Between relationship pass through following formula determine：
（1）
Wherein,F s For safety coefficient, determined by side slope safety grade；GFor side slope gravity, unit kN；βFor Side Slope crack face inclination angle,
Unit °；φ s For angle of equivalent internal friction, unit °；c s For equivalent cohesive, unit kPa.
4. rock side slope plane of fracture displacement administering method according to claim 3, it is characterised in that：It, will in the step b
Angle of equivalent internal frictionφ s In plane of fracture internal friction angleφ 0With cement mortar internal friction angleφ 1Between arbitrarily choose after, pass through formula
（1）Equivalent cohesive is calculatedc s 。
5. rock side slope plane of fracture displacement administering method according to claim 3, it is characterised in that：It, will in the step b
Equivalent cohesivec s In plane of fracture cohesive forcec 0With cement mortar cohesive forcec 1Between arbitrarily choose after, pass through formula（1）It is calculated
Angle of equivalent internal frictionφ s 。
6. rock side slope plane of fracture displacement administering method according to claim 4 or 5, it is characterised in that：The step c
In, replacement ratenIt is calculated by following formula：
（2）.
7. rock side slope plane of fracture displacement administering method according to claim 6, it is characterised in that：In the step d, bore
The quantity in holeNIt is calculated by following formula：
（3）.
8. rock side slope plane of fracture displacement administering method according to claim 7, it is characterised in that：In the step e, bore
Pitch of holesaIt is determined by following formula：
（4）.
9. rock side slope plane of fracture displacement administering method according to claim 8, it is characterised in that：In the step e, tool
Body construction method is as follows：
1）The artificial surface surface dust removed at the top of side slope near the plane of fracture, prevents in surface dust access aperture；
2）For fixed Side Slope crack face, punched from two side of Side Slope crack face to centre, by the way of segmentation punching into
Row injects cement mortar, avoids the disturbance of slope rock mass in drill process as far as possible after the completion of punching；
3）After completing one section of punching slip casting, next segmentation is carried out again after waiting this section of cement mortar and the plane of fracture sufficiently to solidify bonding
Drilling operation；
4）After the completion of bored grouting solidification, at the top of surface dust covering side slope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710366591.8A CN107083775B (en) | 2017-05-23 | 2017-05-23 | Rock slope fracture surface replacement treatment method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710366591.8A CN107083775B (en) | 2017-05-23 | 2017-05-23 | Rock slope fracture surface replacement treatment method |
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| Publication Number | Publication Date |
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| CN107083775A CN107083775A (en) | 2017-08-22 |
| CN107083775B true CN107083775B (en) | 2018-11-30 |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109975523B (en) * | 2019-04-29 | 2021-06-29 | 华侨大学 | Method for predicting engineering property of explosive silt-squeezing mixed layer |
| CN114541425A (en) * | 2022-02-10 | 2022-05-27 | 中煤科工集团沈阳设计研究院有限公司 | Method for replacing and reinforcing potential weak surface or sliding surface of side slope |
Citations (5)
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|---|---|---|---|---|
| JPH11100816A (en) * | 1997-09-27 | 1999-04-13 | Kensetsu Kiso Eng Co Ltd | Slope landslide preventing construction method |
| RU2449088C2 (en) * | 2010-04-28 | 2012-04-27 | Государственное образовательное учреждение высшего профессионального образования "Санкт-Петербургский государственный горный институт имени Г.В. Плеханова (технический университет)" | Method to strengthen landslide-hazardous boards of opencast mines |
| CN102979103A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Step type excavating method for large unloading loose rocky side slope |
| CN104005417A (en) * | 2014-06-09 | 2014-08-27 | 中交一公局第一工程有限公司 | Construction method for high side slope of loosen and calaclastic rock |
| CN105649092A (en) * | 2016-01-18 | 2016-06-08 | 中国水利水电第八工程局有限公司 | Slope supporting method for crumbly strata |
-
2017
- 2017-05-23 CN CN201710366591.8A patent/CN107083775B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11100816A (en) * | 1997-09-27 | 1999-04-13 | Kensetsu Kiso Eng Co Ltd | Slope landslide preventing construction method |
| RU2449088C2 (en) * | 2010-04-28 | 2012-04-27 | Государственное образовательное учреждение высшего профессионального образования "Санкт-Петербургский государственный горный институт имени Г.В. Плеханова (технический университет)" | Method to strengthen landslide-hazardous boards of opencast mines |
| CN102979103A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Step type excavating method for large unloading loose rocky side slope |
| CN104005417A (en) * | 2014-06-09 | 2014-08-27 | 中交一公局第一工程有限公司 | Construction method for high side slope of loosen and calaclastic rock |
| CN105649092A (en) * | 2016-01-18 | 2016-06-08 | 中国水利水电第八工程局有限公司 | Slope supporting method for crumbly strata |
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