CN102021911A - Side slope reinforcing method and structure - Google Patents
Side slope reinforcing method and structure Download PDFInfo
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- CN102021911A CN102021911A CN 201010562544 CN201010562544A CN102021911A CN 102021911 A CN102021911 A CN 102021911A CN 201010562544 CN201010562544 CN 201010562544 CN 201010562544 A CN201010562544 A CN 201010562544A CN 102021911 A CN102021911 A CN 102021911A
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Abstract
The invention discloses side slope reinforcing method and structure. The side slope reinforcing method comprises a step of building a concrete anti-shear structure in a slope body. The side slope reinforcing method is characterized in that the concrete anti-shear structure is an integral structure comprising anti-shear tunnels, anchored tunnels and displacement inclined shafts, wherein the anti-shear tunnels and the anchored tunnels are formed through pouring; a plurality of layers of the anti-shear tunnels are arranged at intervals along the strike direction of a slip crack surface in a compressive-shear area of the slip crack surface as seen from the side surface of the concrete anti-shear structure, and each layer of the anti-shear tunnels all horizontally extend on the slip crack surface; a plurality of the anchored tunnels are arranged at intervals along the strike directions of the anti-shear tunnels on the selected anti-shear tunnels as seen from the front surface of the concrete anti-shear structure, and the anchored tunnels all penetrate through the anti-shear tunnels along the directions facing to the slip crack surface; and besides, the two layers of anti-shear tunnels are connected into an integer through a plurality of the displacement inclined shafts extending between the selected upper and lower layers of the anti-shear tunnels along the slip crack surface. The integer formed by the anti-shear tunnels, the anchored tunnels and the displacement inclined shafts through the pouring is suitable for treating a large-size rocky high-steep side slope with deeper burial depth on the slip crack surface.
Description
Technical field
The present invention relates to rock slope stabilization works technical field, be specifically related to a kind of method for reinforcing side slope and ruggedized construction.
Background technology
In complicated rock side slope engineering, deep-seated fault, crack and weak vein etc. poorly plastid are the principal elements that influences slope stability, emphasis and difficult point that its improvement technology is the rock side slope engineering.At present, the ruggedized construction of successful Application mainly contains following several in large-scale rock matter high gradient slope improvement engineering:
Along with the development of Anchor Cable Technique, in preventing land slide, adopt anchor cable to reinforce in a large number.This technology is by the plurality of rows anchor cable being set on sliding mass, applying a prestressing force to gliding mass and stablize the landslide.In addition, this technology also can separately be reinforced prestress anchorage cable with anchor cable antislide pile (or common antislide pile) unite use, reaches purpose to integral reinforcing thereby be used for different improvement positions.
In recent years, the shearing resistance hole also begins to be applied to the improvement engineering of rock side slope.It mainly acts on is the shear resistance that improves slip-crack surface, utilizes the shearing resistance hole that the side slope deformable body has been carried out stable improvement as all adopting in the large-scale hydroelectric projects such as La Xiwa.The shearing resistance hole is actually a kind of novel concrete displacement hole.Concrete displacement hole is mainly used in as a kind of force transferring structure in the based process of large scale structure, can carry out the displacement of ad hoc structure face and improve its power transmission effect, carries out based process as having adopted this structure in the hydroelectric projects such as voe.
In addition, anchor caverns also is a kind of ruggedized construction of rock side slope gliding mass.Anchor caverns can be used as a cantilevered support structure skid resistance of gliding mass is provided, thereby reaches the engineering purpose of reinforcing side slope.Anchor caverns is used comparatively extensive in rock slope in the hydroelectric project landslide control of particularly weak structural plane control.
Yet, when side slope is inner when growing many group joint fissures and various types of tomography, vein, may form extremely complicated sloping body structure, be subjected to natural force effects such as human engineering activity and rainfall, earthquake, may cause the side slope unstability.If the slip-crack surface width is big, intensity is low, when the gliding mass scale was big, reinforcement measures such as traditional antislide pile, anchor cable, shearing resistance hole or anchor caverns all were difficult to adapt to the improvement of this type of major landslip.
Summary of the invention
First technical problem to be solved by this invention provides a kind of method for reinforcing side slope, and this method is applicable to administering the bigger large-scale rock matter high gradient slope of slip-crack surface buried depth.The technical scheme that solves this technical problem is as follows:
Method for reinforcing side slope is included in the step of building the anti-shear concrete structure in the sloping body, and wherein, described anti-shear concrete structure is shearing resistance hole, anchor caverns and the displacement integrative-structure that inclined shaft constituted that is formed by cast; From the side of this anti-shear concrete structure, in cutting the district, the pressure of slip-crack surface is furnished with multilayer shearing resistance hole at interval along the trend of this slip-crack surface, and the equal horizontal-extending on slip-crack surface in every layer of shearing resistance hole; From the front of this anti-shear concrete structure, the trend in selected this shearing resistance hole, upper edge, shearing resistance hole that goes out is furnished with a plurality of anchor caverns at interval, and these anchor caverns are all to pass the shearing resistance hole towards the direction of slip-crack surface; In addition, by this two-layer shearing resistance hole being fused at selected several displacement inclined shafts that extend along slip-crack surface between the two-layer shearing resistance hole up and down that go out.
The shearing resistance hole is arranged in the pressure of slip-crack surface and cuts the district, and its length adopts gateway opening shape or shape of a hoof equal section form by the boundary Control of potential gliding mass.Consider cavern's construction period stability, its section width and highly should not be greater than 10m * 12m.The shearing resistance hole is by preliminary bracing (steel mesh reinforcement, pneumatically placed concrete, anchor pole, i iron or grid bow member etc.), once or by stages fill concrete, crown backfill grouting, hole week consolidation grouting, the formations such as joint grouting of fill concrete bonding surface by stages, and fill concrete should adopt low-heat (microdilatancy) concrete or middle hot concrete.What should be specifically noted that is when building the shearing resistance hole diagonal of the cross section in described each shearing resistance hole to be overlapped with described slip-crack surface, to guarantee the stability under loading of cavern's construction period preferably.
A plurality of anchor caverns move towards along the shearing resistance hole to arrange at interval, and according to the deployment scenarios in shearing resistance hole on the shearing resistance hole of different elevations that distributes, and pass the secondary slip-crack surface of slip-crack surface upper lower burrs.Wherein, the axis that preferably makes each anchor caverns is haply perpendicular to slip-crack surface, thus better and the shearing resistance hole bring into play the antiskid effect jointly.Anchor caverns adopts gateway opening shape or shape of a hoof equal section form equally, its width and highly preferably less than shearing resistance hole corresponding size.Anchor caverns length in the upper and lower dish of slip-crack surface should not be less than footpath, 2 times of holes.Anchor caverns is by preliminary bracing (steel mesh reinforcement, pneumatically placed concrete, anchor pole, i iron or grid bow member etc.), once or by stages fill concrete, crown backfill grouting, hole week consolidation grouting, the formations such as joint grouting of fill concrete bonding surface by stages, and fill concrete should adopt low-heat (microdilatancy) concrete or middle hot concrete.
The displacement inclined shaft adopts concrete or steel concrete that the weak rock mass on the slip-crack surface is replaced.The slip-crack surface that the displacement inclined shaft is followed the tracks of between upper and lower layer shearing resistance hole arranges, with upper and lower layer shearing resistance hole intersection, and the structure that is connected to form one of the fill concrete by the confluce.The displacement inclined shaft should adopt rectangular cross section, and displacement thickness surpasses the thickness 0.5m of slip-crack surface and influence band.Displacement inclined shaft inside by combined bolting and shotcrete and once or the concrete of backfill by stages constitute, fill concrete should adopt low-heat (microdilatancy) concrete or middle hot concrete.
The substantive distinguishing features of technique scheme is shearing resistance hole, anchor caverns and the combination of displacement inclined shaft have been formed a kind of new concrete shear structure.Though having mentioned shearing resistance hole, anchor caverns and displacement inclined shaft (being equivalent to concrete displacement hole), this manual background technology part is prior art, but, the application has but proposed these three kinds of structures are organically combined a kind of novel anti-shear concrete structure of formation by special type of attachment first, obviously, this is just can accomplish by creative work for those skilled in the art.
Except that in sloping body, building the step of anti-shear concrete structure, this method also is included in the step that the shallow table of sloping body carries out sloping body pregrouting, this step is specially: at first, be drilled with the preconsolidation grout hole by natural slope to broken loose rock mass, go deep in the design profile face at the bottom of making its hole; Then, carry out the consolidation grouting processing to the peripheral rock mass of design profile face, form the consolidation grouting body by the preconsolidation grout hole; Last Blasting Excavation is to the design profile face.
By after the shallow table of sloping body being carried out sloping body pregrouting and handling, can realize the weak rock mass in the design profile face is carried out fixed effect, thereby with sloping body in the anti-shear concrete structure of building form sloping body reinforcement system jointly.Wherein, preferably adopt the low pressure underflow to carry out consolidation grouting and handle, with the integrality that improves broken loose rock mass and the Blasting Excavation forming quality of design profile face.
Second technical problem to be solved by this invention provides a kind of slope reinforcement structure, and this structure is applicable to administering the bigger large-scale rock matter high gradient slope of slip-crack surface buried depth.The technical scheme that solves this technical problem is as follows:
The slope reinforcement structure comprises the anti-shear concrete structure that is built in the sloping body, and described anti-shear concrete structure is shearing resistance hole, anchor caverns and the displacement integrative-structure that inclined shaft constituted that is formed by cast; From the side of this anti-shear concrete structure, in cutting the district, the pressure of slip-crack surface is furnished with multilayer shearing resistance hole at interval along the trend of this slip-crack surface, and the equal horizontal-extending on slip-crack surface in every layer of shearing resistance hole; From the front of this anti-shear concrete structure, the trend in selected this shearing resistance hole, upper edge, shearing resistance hole that goes out is furnished with a plurality of anchor caverns at interval, and these anchor caverns are all to pass the shearing resistance hole towards the direction of slip-crack surface; In addition, by this two-layer shearing resistance hole being fused at selected several displacement inclined shafts that extend along slip-crack surface between the two-layer shearing resistance hole up and down that go out.
Wherein, the diagonal of the cross section in described each shearing resistance hole overlaps with described slip-crack surface.
Wherein, the axis of described each anchor caverns is haply perpendicular to slip-crack surface.
In addition, this ruggedized construction also comprises the prestressed anchor girder construction that is used for the combined bolting and shotcrete structure that shallow table rock mass is reinforced and is used for the crucial block in the shallow table rock mass is reinforced.Combined bolting and shotcrete structure and prestressed anchor girder construction all have definite definition in this area, its concrete structure in the present invention is as follows.
Described combined bolting and shotcrete structural configuration is on the side slope surface, form by steel mesh reinforcement, sprayed mortar or steel fibrous concrete, prestressed anchor (bundle) or non-prestressed anchor pole (bundle), can improve globality, the impermeability and stable of side slope top layer rock mass, improve slope surface opposing excavation off-load deformation ability.
Described prestressed anchor girder construction is made of jointly prestress anchorage cable and side slope surface lattice girder, and anchor cable passes the weak structural planes such as fissure zone, vein and tomography of side slope superficial as far as possible, and maximum anchorage depth should carry out anchoring to crucial block in 80m.
This ruggedized construction also comprises drainage system, and this drainage system has three-dimensional draining grid in the sloping body of being made up of the vertical, horizontal drainage tunnel of different elevations; Wherein, described each longitudinal drainage hole is arranged in the lower wall of this slip-crack surface at interval along the trend of slip-crack surface, and is the elevation angle from each longitudinal drainage hole to the slip-crack surface direction and is drilled with drain hole and penetrates slip-crack surface.
By a series of improvement to slope reinforcement structure of the present invention, the final multi-level three-dimensional reinforcement system that comprises combined bolting and shotcrete structure, prestressed anchor girder construction, anti-shear concrete structure and drainage system that forms, this system is reinforced based on underground reinforcing and deep layer, underground ground combines, the deep layer shallow-layer combines, draining and reinforcing combine, for sloping body structure complexity, slip-crack surface buried depth are big, gliding mass side's huge large-scale rock side slope of amount provides a kind of effective comprehensive regulation reinforcing technique.
The invention has the beneficial effects as follows: involved anti-shear concrete structure is the integral body that shearing resistance hole, anchor caverns and displacement inclined shaft are poured among the present invention, improved reinforcing scope, avoided border, side slope plastic failure district to walk around controlled structural plane and produce to slide along the secondary structure face; This anti-shear concrete structure can be brought into play the performance of reinforcement material to greatest extent by slip-crack surface being carried out large-area rock mass displacement, and regulation effect is good.Therefore, method for reinforcing side slope of the present invention and structure are suitable for administering the bigger large-scale rock matter high gradient slope of slip-crack surface buried depth.
Description of drawings
Accompanying drawing 2 is the elevation of the invention process example.
Accompanying drawing 3 is the sloping body grouting structure chart of the invention process example.
Accompanying drawing 4 is the shearing resistance hole typical section figure of the invention process example.
Accompanying drawing 5 is the shearing resistance hole grouting structure chart of the invention process example.
Accompanying drawing 6 is the anchor caverns typical section figure of the invention process example.
Accompanying drawing 7 is the anchor caverns grouting structure chart of the invention process example.
Accompanying drawing 8 is the displacement inclined shaft typical section figure of the invention process example.
Accompanying drawing 9 is the slope drainage hole arrangement diagram of the invention process example.
Be labeled as among the figure: 1-design profile face; The 2-prestress anchorage cable; 3-shearing resistance hole; The 4-anchor caverns; 5-replaces inclined shaft; 6-longitudinal drainage hole; The 7-drain hole; The 8-slip-crack surface; The 9-vein; The 10-relief joint; The 11-natural slope; 12-preconsolidation grout hole; 13-slope table loose rock mass; 14-consolidation grouting body; The 15-sprayed mortar; The 16-anchor pole; 17-second phase fill concrete; 18-first phase fill concrete; The 19-drain hole; 20-longitudinal stress master muscle; 21-hoop stirrup; The 22-irrigation gallery; The 23-pre-embedment grouting pipe; 24-consolidation grouting hole; The domatic shallow-layer drain hole of 25-; The domatic deep layer drain hole of 26-.
The specific embodiment
The invention will be further described below in conjunction with accompanying drawing.
As shown in Figure 1, a certain side slope elevation is 970.00m～1290.00m, and the excavation slope was than 1: 0.3～1: 0.5; The Shun Po that grows in this side slope, in the incline outer relief joint 10 in slope, vein 9 combination cutting mutually, form a series of unfavorable block, the local stability of control side slope; The parallel side slope trend of the inner growth of this slope body, maximum buried depth reach the above suitable aspect deep layer slip-crack surface 8 of 100m, and the latent instability block of formation reaches 5,000,000 m
3, the resistance to overturning of control side slope.At this side slope concrete condition reinforcement means of the present invention and ruggedized construction are described below.
Main inventive point of the present invention is to adopt an anti-shear concrete structure that the bigger slip-crack surface 8 of described buried depth is reinforced.This anti-shear concrete structure specifically is the integrative-structure that is made of shearing resistance hole 3, anchor caverns 4 and displacement inclined shaft 5 that cast forms; From the side of this anti-shear concrete structure (as Fig. 1), in cutting the district, the pressure of slip-crack surface 8 is furnished with multilayer shearing resistance hole 3 at interval along the trend of this slip-crack surface 8, and the equal horizontal-extending on slip-crack surface 8 in every layer of shearing resistance hole 3; From the front of this anti-shear concrete structure (as Fig. 2), the trend in selected this shearing resistance hole 3,3 upper edges, shearing resistance hole that goes out is furnished with a plurality of anchor caverns 4 at interval, and these anchor caverns 4 are all to pass shearing resistance hole 3 towards the direction of slip-crack surface 8; In addition, by this two-layer shearing resistance hole 3 being fused at selected several displacement inclined shafts 5 that extend along slip-crack surface 8 between the two-layer shearing resistance hole 3 up and down that go out.To the concrete cast structure of shearing resistance hole 3, anchor caverns 4 and displacement inclined shaft 5 be described below.
As Fig. 1,2,4 and shown in Figure 5, shearing resistance hole 3 is arranged 5 layers from top to bottom, arranges that elevation is respectively 1240.00m, 1210.00m, 1180.00m, 1150.00m, 1120.00m from top to bottom.Gateway opening shape is adopted in the cross section in shearing resistance hole 3, is of a size of 8.00m (wide) * 9.00m (height).Mode stage excavation supportings such as linked network, sprayed mortar 15, anchor pole 16, i iron or grid bow member can be adopted in shearing resistance hole 3.After excavation supporting is finished, carry out fist stage concrete 18 backfills earlier, in fist stage concrete 18, irrigation gallery is set, irrigation gallery is of a size of 3.00m (wide) * 3.50m (height).The grout pipe 23 of pre-buried Φ 76mm carries out backfill grouting in fist stage concrete 18.After backfill grouting is finished,, be drilled with consolidation grouting hole 24, rock mass in about 10.00m of hole week～15.00m scope is carried out consolidation grouting pre-buried Φ 76mm grout pipe 23 in concrete cleaning bottom of hole again.After fist stage concrete 18 backfill groutings in shearing resistance hole 3 and consolidation grouting are finished, to irrigation gallery backfill second stage concrete 17, and at the pre-buried Φ 32mm of crown scope grout pipe, the bonding surface of fist stage concrete 18 and second stage concrete 17 is carried out joint grouting.Fist stage concrete 18 and second stage concrete 17 adopt low-heat micro-expansion C25 concrete.The first phase fill concrete adopts longitudinal stress master's muscle 20 and hoop stirrup 21.
As Fig. 1,2,6 and shown in Figure 7, anchor caverns 4 is passed slip-crack surface 8 and is arranged, axis is vertical with slip-crack surface 8 trends.Anchor caverns 4 is connected with shearing resistance hole 3, forms whole supporting and protection structure, brings into play reinforcement effect jointly.Anchor caverns 4 length range 20.00m～40.00m are with the about 32.00m of spacing between row's anchor caverns 4.Anchor caverns 4 sections adopt gateway opening shape, are of a size of 6.00m (wide) * 7.50m (height).In conjunction with actual geological conditions, anchor caverns 4 adopts mode stage excavation supportings such as linked network, sprayed mortar 15, anchor pole 16, i iron or grid bow member.Be drilled with drain hole 19 in the crown scope, hole depth 4.00m.Anchor caverns 4 is after excavation supporting is finished, carry out fist stage concrete 18 backfills earlier, in fist stage concrete 18, irrigation gallery is set, gallery is of a size of 3.00m (wide) * 3.50m (height), pre-buried Φ 76mm grout pipe 23 in fist stage concrete 18 carries out backfill grouting to 120 ° of scopes of anchor caverns 4 crowns.After backfill grouting is finished,, be drilled with consolidation grouting hole 24, rock mass in about 10.00m of hole week～15.00m scope is carried out consolidation grouting pre-buried Φ 76mm grout pipe 23 in concrete cleaning bottom of hole again.After fist stage concrete 18 backfills, backfill grouting and the consolidation grouting of anchor caverns are finished, irrigation gallery is carried out second stage concrete 17 backfills, and, the bonding surface of fist stage concrete 18 and second stage concrete 17 is carried out joint grouting at the pre-buried Φ 32mm of crown scope grout pipe.Fist stage concrete 18 and second stage concrete 17 all adopt low-heat micro-expansion C25 concrete.First phase fill concrete 18 adopts longitudinal stress master's muscle 20 and hoop stirrup 21.
Shown in Fig. 1,2 and 8, between 1210.00m, the two-layer shearing resistance of 1180.00m elevation hole 3, two displacement inclined shafts 5 are set; Between 1180.00m, the two-layer shearing resistance of 1150.00m elevation hole 3, three displacement inclined shafts 5 are set; Between 1150.00m, the two-layer shearing resistance of 1120.00m elevation hole 3, a displacement inclined shaft 5 is set.Displacement inclined shaft 5 excavations adopt rectangular cross section, are of a size of 5.00m (wide) * 3.00m (height).In conjunction with actual geological conditions, the displacement inclined shaft adopts mode supportings while digging such as linked network, sprayed mortar 15, anchor pole 16.Displacement inclined shaft 5 adopts primary backfill, and first phase fill concrete 18 adopts low-heat micro-expansion C25 concrete, adopts the double-deck arrangement of reinforcement of longitudinal stress master muscle 20 and hoop stirrup 21 all around.
When building above-mentioned anti-shear concrete structure, the step that the present invention can also carry out sloping body pregrouting at the shallow table of sloping body simultaneously.Shown in Fig. 1,3, this step is specially: at first, be drilled with preconsolidation grout hole 12 by natural slope 11 to broken loose rock mass 13, go deep in the design profile face 1 at the bottom of making its hole; Then, carry out the consolidation grouting processing to the peripheral rock mass 13 of design profile face 1, form consolidation grouting body 14 by preconsolidation grout hole 12; Last Blasting Excavation is to design profile face 1.By after the shallow table of sloping body being carried out sloping body pregrouting and handling, can realize the weak rock mass in the design profile face 1 is carried out fixed effect, thereby with sloping body in the anti-shear concrete structure of building form sloping body reinforcement system jointly.Wherein, preferably adopt the low pressure underflow to carry out consolidation grouting and handle, with the integrality that improves broken loose rock mass and the Blasting Excavation forming quality of design profile face 1.
After each Excavation Blasting is finished, build the prestressed anchor girder construction that is used for the combined bolting and shotcrete structure that shallow table rock mass is reinforced and is used for the crucial block in the shallow table rock mass is reinforced again.Wherein, as shown in Figure 9, the combined bolting and shotcrete structure comprise hang steel mesh reinforcement, sprayed mortar, anchor pole, etc. measure, and drain hole 25 is set at the slope table.Described prestressed anchor girder construction then is made of jointly prestress anchorage cable 2 and side slope surface lattice girder.As shown in Figure 1, 2, prestress anchorage cable 2 passes shallow-layer relief joint 10, and the crucial block in forward position is carried out anchoring; Prestress anchorage cable 2 anchored force are 1000kN～2000kN.Between prestress anchorage cable 2, array pitch is 6.00m * 5.00m, length is controlled at 30m～80m.Connect with the concrete lattice girder between the prestress anchorage cable 2.
Shown in Fig. 1,9, utilize deep layer vertical, horizontal drainage tunnel, domatic shallow-layer drain hole 25, deep layer drain hole 26, section drainage system and domatic measures such as antiseepage pneumatically placed concrete to form the comprehensive draining network of system during slope treatment, reduce the influence of the underground water and face of land infiltration to greatest extent stability of slope.This drainage network mainly comprises: 1) side slope superficial draining: adopt the domatic shallow-layer drain hole 25 of Φ 50mm, degree of depth 4.00m faces upward 5 °～10 °,, array pitch 4.00m * 4.00m.2) side slope deep layer draining: the following engineering slope of 1165.00m elevation is provided with domatic deep layer drain hole 26, aperture Φ 76mm, length 35.00m, 65.00m to domatic infiltration and the serious position of boring water outlet.The slope drainage hole at side slope position is subjected to the moving influence that reaches pulse of ripples under water, adopts members such as PVC floral tube and draining blind pipe to carry out the hole wall protection.3) the longitudinal drainage hole 6: survey the hole over the ground and clear up, base plate is laid the thick concrete of 10cm, and the gradient is outside 1%, as construction period drainage tunnel 6.4) shearing resistance anchor caverns draining: 1240.00m, 1210.00m, 1180.00m, 1150.00m elevation, be the elevation angle respectively from longitudinal drainage hole 6 and be drilled with drain hole 7 to master control slide plane 8 directions, aperture Φ 76mm, length 40.00m～50.00m, and pass slip-crack surface 8, slip-crack surface 8 infiltrations are drained in the gutter of drainage tunnel base plate, the inner infiltration of massif is discharged outside the mountain.
Claims (9)
1. method for reinforcing side slope is included in the step of building the anti-shear concrete structure in the sloping body, it is characterized in that: described anti-shear concrete structure is the integrative-structure that is made of shearing resistance hole (3), anchor caverns (4) and displacement inclined shaft (5) that cast forms; From the side of this anti-shear concrete structure, the trend along this slip-crack surface (8) in the pressure of slip-crack surface (8) is cut the district is furnished with multilayer shearing resistance hole (3) at interval, and horizontal-extending is all gone up at slip-crack surface (8) in every layer of shearing resistance hole (3); From the front of this anti-shear concrete structure, the trend in selected this shearing resistance hole (3), upper edge, shearing resistance hole (3) that goes out is furnished with a plurality of anchor caverns (4) at interval, and these anchor caverns (4) are all to pass shearing resistance hole (3) towards the direction of slip-crack surface (8); In addition, by this two-layer shearing resistance hole (3) being fused at selected several displacement inclined shafts (5) that extend along slip-crack surface (8) between the two-layer shearing resistance hole (3) up and down that go out.
2. method for reinforcing side slope as claimed in claim 1 is characterized in that: the diagonal of the cross section in described each shearing resistance hole (3) is overlapped with described slip-crack surface (8).
3. method for reinforcing side slope as claimed in claim 1 is characterized in that: the axis that makes described each anchor caverns (4) is haply perpendicular to slip-crack surface (8).
4. as claim 1,2 or 3 described method for reinforcing side slope, it is characterized in that: this method also is included in the step that the shallow table of sloping body carries out sloping body pregrouting, be specially: at first, be drilled with preconsolidation grout hole (12) by natural slope (11) to broken loose rock mass (13), go deep in the design profile face (1) at the bottom of making its hole; Then, carry out the consolidation grouting processing to the peripheral rock mass (13) of design profile face (1), form consolidation grouting body (14) by preconsolidation grout hole (12); Last Blasting Excavation is to design profile face (1).
5. the slope reinforcement structure comprises the anti-shear concrete structure that is built in the sloping body, it is characterized in that: described anti-shear concrete structure is the integrative-structure that is made of shearing resistance hole (3), anchor caverns (4) and displacement inclined shaft (5) that cast forms; From the side of this anti-shear concrete structure, the trend along this slip-crack surface (8) in the pressure of slip-crack surface (8) is cut the district is furnished with multilayer shearing resistance hole (3) at interval, and horizontal-extending is all gone up at slip-crack surface (8) in every layer of shearing resistance hole (3); From the front of this anti-shear concrete structure, the trend in selected this shearing resistance hole (3), upper edge, shearing resistance hole (3) that goes out is furnished with a plurality of anchor caverns (4) at interval, and these anchor caverns (4) are all to pass shearing resistance hole (3) towards the direction of slip-crack surface (8); In addition, by this two-layer shearing resistance hole (3) being fused at selected several displacement inclined shafts (5) that extend along slip-crack surface (8) between the two-layer shearing resistance hole (3) up and down that go out.
6. slope reinforcement structure as claimed in claim 5 is characterized in that: the diagonal of the cross section in described each shearing resistance hole (3) overlaps with described slip-crack surface (8).
7. slope reinforcement structure as claimed in claim 5 is characterized in that: the axis of described each anchor caverns (4) is haply perpendicular to slip-crack surface (8).
8. as claim 5,6 or 7 described slope reinforcement structures, it is characterized in that: this ruggedized construction also comprises the prestressed anchor girder construction that is used for the combined bolting and shotcrete structure that shallow table rock mass is reinforced and is used for the crucial block in the shallow table rock mass is reinforced.
9. as claim 5,6 or 7 described slope reinforcement structures, it is characterized in that: this ruggedized construction also comprises drainage system, and this drainage system has three-dimensional draining grid in the sloping body of being made up of the vertical, horizontal drainage tunnel of different elevations; Wherein, described each longitudinal drainage hole (6) is arranged in the lower wall of this slip-crack surface (8) at interval along the trend of slip-crack surface (8), and is the elevation angle from each longitudinal drainage hole (6) to slip-crack surface (8) direction and is drilled with drain hole (7) and penetrates slip-crack surface (8).
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| CN102979531A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Construction method and structure for reinforcing large rock slope deep weak structural plane |
| 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 |
| CN103277102A (en) * | 2013-06-04 | 2013-09-04 | 山东科技大学 | Slope toe reinforcement method for artificial boundary pillars during transition from open-pit mining to underground mining |
| CN103669319A (en) * | 2013-12-25 | 2014-03-26 | 中国水电顾问集团成都勘测设计研究院有限公司 | Rapid construction evaluation method for determining stability of environmental slope dangerous rock mass |
| 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 |
| CN105369802A (en) * | 2015-12-05 | 2016-03-02 | 中交通力建设股份有限公司 | Supporting and bar-arranging structure for arch bridge raking pile hole forming construction |
| CN105780805A (en) * | 2016-03-29 | 2016-07-20 | 中国电建集团成都勘测设计研究院有限公司 | Tower foundation treatment structure in multi-purpose tunnel bank-tower water inlet combined arrangement |
| CN106049515A (en) * | 2016-07-27 | 2016-10-26 | 宁波市交通规划设计研究院有限公司 | Reactive balance type stabilization and consolidation method for consolidation treatment of mountainside roadbed side slope in excavation |
| CN106149631A (en) * | 2016-07-31 | 2016-11-23 | 中水东北勘测设计研究有限责任公司 | High mountain strid arch dam avalanche type Slope Treatment method |
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| CN109000524A (en) * | 2018-08-09 | 2018-12-14 | 信息产业部电子综合勘察研究院 | The boundary Control blasting method of digging is backbreak and is owed in a kind of reduction |
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| CN110080254A (en) * | 2019-05-14 | 2019-08-02 | 河北工业大学 | Draining friction pile-water guide culvert structure and construction method for oblique slope reinforcement |
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| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN110685271A (en) * | 2019-11-08 | 2020-01-14 | 四川大学 | Slope reinforcing drainage structure and reservoir bank-caving engineering treatment method |
| CN111206601A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for rapid rush repair and reinforcement of high and steep landslide |
| CN115492138A (en) * | 2022-11-10 | 2022-12-20 | 中国电建集团贵阳勘测设计研究院有限公司 | High-steep rocky slope reinforcing method with ultra-long buried depth deterministic sliding surface |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101220597A (en) * | 2008-01-31 | 2008-07-16 | 中铁二院工程集团有限责任公司 | Skid resistant composite structure of miniature pile and method for reinforcing side slope |
| CN101814104A (en) * | 2010-04-07 | 2010-08-25 | 武汉大学 | Method for designing anchoring hole structure for reinforcing rock slope |
-
2010
- 2010-11-26 CN CN2010105625449A patent/CN102021911B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101220597A (en) * | 2008-01-31 | 2008-07-16 | 中铁二院工程集团有限责任公司 | Skid resistant composite structure of miniature pile and method for reinforcing side slope |
| CN101814104A (en) * | 2010-04-07 | 2010-08-25 | 武汉大学 | Method for designing anchoring hole structure for reinforcing rock slope |
Non-Patent Citations (3)
| Title |
|---|
| 《岩石力学与工程学报》 20100331 宋胜武，向柏宇，杨静熙，冯学敏 锦屏一级水电站复杂地质条件下坝肩高陡边坡稳定性分析及其加固设计 第447页第4.4节 4,8-9 第29卷, 第3期 2 * |
| 《水电站设计》 20090630 陆马兰 锦屏一级高拱坝边坡开挖支护设计-左岸拱肩槽1885m高程以上边坡 全文 1-9 第25卷, 第2期 2 * |
| 《第二届全国岩土与工程学术大会论文集（上册）》 20061231 向柏宇，陈岗 锦屏一级水电站坝区左岸复杂地质条件下的超高边坡设计 全文 1-9 , 2 * |
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| CN102182196A (en) * | 2011-03-28 | 2011-09-14 | 北京鑫实路桥建设有限公司 | Reverse circulation grouting anchor rod reinforcing method for road rock side slope |
| CN102979531B (en) * | 2012-12-13 | 2015-12-02 | 中国电建集团成都勘测设计研究院有限公司 | Reinforce construction method and the structure of large-scale rock slope deep weak structural plane |
| CN102979531A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Construction method and structure for reinforcing large rock slope deep weak structural plane |
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| CN106049515A (en) * | 2016-07-27 | 2016-10-26 | 宁波市交通规划设计研究院有限公司 | Reactive balance type stabilization and consolidation method for consolidation treatment of mountainside roadbed side slope in excavation |
| CN106149631A (en) * | 2016-07-31 | 2016-11-23 | 中水东北勘测设计研究有限责任公司 | High mountain strid arch dam avalanche type Slope Treatment method |
| CN106149631B (en) * | 2016-07-31 | 2018-06-12 | 中水东北勘测设计研究有限责任公司 | High mountain strid arch dam avalanche type Slope Treatment method |
| CN108984821B (en) * | 2018-05-25 | 2022-04-08 | 重庆交通大学 | Structural surface control slope stability evaluation method based on rainfall induced deformation |
| CN108984821A (en) * | 2018-05-25 | 2018-12-11 | 重庆交通大学 | The structural plane for inducing deformation based on rainfall controls Slope Stability Evaluation method |
| CN109000524A (en) * | 2018-08-09 | 2018-12-14 | 信息产业部电子综合勘察研究院 | The boundary Control blasting method of digging is backbreak and is owed in a kind of reduction |
| CN109440790A (en) * | 2018-11-30 | 2019-03-08 | 中国电建集团华东勘测设计研究院有限公司 | The deep understable high rock slope comprehensive strengthening method of off-load |
| CN109440790B (en) * | 2018-11-30 | 2024-01-26 | 中国电建集团华东勘测设计研究院有限公司 | Comprehensive reinforcement method for deep unloading understable rock high slope |
| CN109837914A (en) * | 2019-03-12 | 2019-06-04 | 中国电建集团中南勘测设计研究院有限公司 | A kind of slope reinforcement system |
| CN110080254A (en) * | 2019-05-14 | 2019-08-02 | 河北工业大学 | Draining friction pile-water guide culvert structure and construction method for oblique slope reinforcement |
| CN110004954A (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 | Intratectal anchor caverns structure and its construction method |
| CN110344430A (en) * | 2019-08-01 | 2019-10-18 | 黄河勘测规划设计研究院有限公司 | The buried weak intercalated layer processing method of nearly horizontal distribution in Dam Foundation Rock |
| CN110344430B (en) * | 2019-08-01 | 2021-04-23 | 黄河勘测规划设计研究院有限公司 | Method for processing deep-buried weak interlayer distributed nearly horizontally in dam foundation rock mass |
| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN110685271A (en) * | 2019-11-08 | 2020-01-14 | 四川大学 | Slope reinforcing drainage structure and reservoir bank-caving engineering treatment method |
| CN111206601A (en) * | 2020-01-19 | 2020-05-29 | 湖南工程学院 | Method for rapid rush repair and reinforcement of high and steep landslide |
| CN115492138A (en) * | 2022-11-10 | 2022-12-20 | 中国电建集团贵阳勘测设计研究院有限公司 | High-steep rocky slope reinforcing method with ultra-long buried depth deterministic sliding surface |
| CN115492138B (en) * | 2022-11-10 | 2024-02-06 | 中国电建集团贵阳勘测设计研究院有限公司 | High-steep rock slope reinforcement method with ultra-long buried depth deterministic sliding surface |
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