CN109083164A - Slope protection structure, tunnel advanced support structure and tunnel slope construction method - Google Patents
Slope protection structure, tunnel advanced support structure and tunnel slope construction method Download PDFInfo
- Publication number
- CN109083164A CN109083164A CN201811106183.XA CN201811106183A CN109083164A CN 109083164 A CN109083164 A CN 109083164A CN 201811106183 A CN201811106183 A CN 201811106183A CN 109083164 A CN109083164 A CN 109083164A
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- Prior art keywords
- anchor pole
- slope
- side slope
- tunnel
- protective net
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- 238000010276 construction Methods 0.000 title claims abstract description 25
- 239000004567 concrete Substances 0.000 claims abstract description 63
- 230000001681 protective effect Effects 0.000 claims abstract description 50
- 238000007569 slipcasting Methods 0.000 claims abstract description 34
- 239000002002 slurry Substances 0.000 claims abstract description 27
- 239000004568 cement Substances 0.000 claims description 27
- 238000005553 drilling Methods 0.000 claims description 17
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000011378 shotcrete Substances 0.000 claims description 12
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 6
- 230000008901 benefit Effects 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 230000015271 coagulation Effects 0.000 claims description 4
- 238000005345 coagulation Methods 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 239000007921 spray Substances 0.000 claims 1
- 239000011435 rock Substances 0.000 abstract description 33
- 238000013467 fragmentation Methods 0.000 abstract description 4
- 238000006062 fragmentation reaction Methods 0.000 abstract description 4
- 230000002708 enhancing effect Effects 0.000 abstract 1
- 239000000203 mixture Substances 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 10
- 239000010959 steel Substances 0.000 description 10
- 238000010586 diagram Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000009527 percussion Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
- E02D17/202—Securing of slopes or inclines with flexible securing means
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
Abstract
The present invention provides a kind of slope protection structure, tunnel advanced support structure and tunnel slope construction methods, belong to technical field of tunnel construction.Wherein, the first line of defence of first protective net composition side slope protection, anchor pole is embedded in the first embedded hole and the second embedded hole and carries out slip casting to anchor pole, for more broken rock side slope, since slurries have mobility, it can be flowed into the rock mass gap near anchor pole, improve the overall stability of rock mass.Second protective net and anchor pole are connected far from one end of side slope, constitute the second defence line of side slope protection, in addition, anchor pole is fixed on the first side slope, the first concrete layer and the second concrete layer, stability is preferable, can prevent the second protective net from falling off.The stability for enhancing its slope rock mass itself using bolt grouting, in addition uses dual-protection structure, even if rock mass fragmentation forms broken loose rock blocks, will not fall, can guarantee slope stability.
Description
Technical field
The present invention relates to technical field of tunnel construction, in particular to a kind of slope protection structure, tunnel advanced support
Structure and tunnel slope construction method.
Background technique
Currently, expressway construction is gradually shifted to western mountainous areas, mountainous area highway constructing tunnel is more and more, side
Slope is often colluvial clay, and Rock Engineering Properties are poor, and needing side slope to carry out protective treatment just can be carried out tunnel construction.
Traditional slope protection structure fails the stability for changing slope rock mass itself, arranges only with whitewashing protection
It applies, side slope is crushed loose rock blocks and is easy to fall, it is difficult to guarantee slope stability.
Summary of the invention
One of the objects of the present invention is to provide a kind of slope protection structures, it is intended to improve existing slope protection structure
Stability problem, prevent broken loose rock blocks to be detached from side slope and fall.
The second object of the present invention is the provision of a kind of tunnel advanced support structure, it is intended to improve the stabilization of tunnel slope
Property, guarantee the safety of tunnel portal construction.
The third object of the present invention is the provision of a kind of tunnel slope construction method, it is desirable to provide side can be improved in one kind
The method of slope protective capacities.
For an object of the present invention, the present invention the following technical schemes are provided:
A kind of slope protection structure, including side slope, the first concrete layer, anchor pole and the second concrete layer.
Wherein, the side slope opens up the first embedded hole, and the surface of the side slope is equipped with the first protective net.
First concrete layer is layed in the surface of first protective net, and first concrete layer offers and institute
State the second embedded hole that the first embedded hole is correspondingly arranged.
The anchor pole is embedded in first embedded hole and second embedded hole, and the anchor pole is far from the side slope
One end exposes to first concrete layer, and the anchor pole is connected with the second protective net, the anchor far from one end of the side slope
Bar have hollow slip casting cavity, between the outer wall of the anchor pole and the inner wall of first embedded hole, the outer wall of the anchor pole with
The first injecting cement paste is filled between the inner wall of second embedded hole and in the hollow slip casting cavity.
Second concrete layer fills between second protective net and first concrete layer.
Further, in an embodiment of the present invention, the anchor pole is arranged with far from one end of the side slope and only starches
Plug, the outer wall of the stop grouting plug are abutted with the inner wall of second embedded hole, and the inner wall of the stop grouting plug is outer with the anchor pole
Wall abuts.
Further, in an embodiment of the present invention, the surface of the anchor pole is provided with external screw thread, and the anchor pole is remote
One end from the side slope is provided with support division and locking part, and the locking part is threadedly coupled with the external screw thread of the anchor pole, institute
Stating locking part can be by rotating so that the support division is abutted with the surface of the side slope.
Further, in an embodiment of the present invention, first protective net is steel mesh.
Further, in an embodiment of the present invention, the grid aperture of the steel mesh is 20cm × 20cm.
For the second object of the present invention, the present invention the following technical schemes are provided:
A kind of tunnel advanced support structure, including slope protection structure above-mentioned, set arch skeleton, casing and set arch group
Part.
Wherein, the set arch skeleton is set to the excavation entrance in tunnel；
Described sleeve pipe is set to the surface with set arch skeleton.
The set arch component includes bed die, end mould and backform, and the bed die, end mould and backform are enclosed and pour sky
Chamber and set arch skeleton and described sleeve pipe pour in cavity described in being in, described to pour in cavity filled with concrete bodies.
Further, in an embodiment of the present invention, the set arch skeleton is by multiple spaced lateral steelframes
It constitutes, is connected between the transverse direction steelframe by longitudinal connecting member.
Further, in an embodiment of the present invention, the spacing between the lateral steelframe is 60~80cm.
It further, in an embodiment of the present invention, further include the first pipe canopy conduit, described sleeve pipe has hollow cavity
Body is provided with the first pipe canopy conduit in the hollow cavity, and one end of the first pipe canopy conduit is embedded in the side slope,
The second injecting cement paste is filled in described sleeve pipe and the first pipe canopy conduit.
Further, in an embodiment of the present invention, the side slope offers guide hole along tunnel excavation line, described
The second pipe canopy conduit is buried in guide hole, is filled with third injecting cement paste in the guide hole.
For the third object of the present invention, the present invention the following technical schemes are provided:
A kind of tunnel slope construction method, includes the following steps:
It determines top curve and when excavation height determines lower collar thread according to slope；
Staged and layered excavates face-upward slope from top to bottom, and wherein the first stage digs to interim hole face is designed, in conjunction with dark
Wide open digging is reserved into hole step, and second stage excavates rest part, forms face-upward slope；
It is laid with the first protective net on the surface of the face-upward slope, and forms first to the first protective net gunite concrete
Concrete layer；
To the face-upward slope drilling construction to form the drilling for burying anchor pole, the drilling is embedded in the anchor pole
The backward hollow slip casting chamber internal injection of anchor pole；
Second protective net is connect with the anchor pole far from one end of the side slope, and to first concrete layer and institute
Gunite concrete is stated between the second protective net to form the second concrete layer.
Further, in an embodiment of the present invention, include: to the step of the first protective net gunite concrete
Injection order is from the bottom to top, transversely to be moved repeatedly with S-shaped when gunite concrete.
Further, in an embodiment of the present invention, to the hollow slip casting chamber internal injection of anchor pole the step of
It specifically includes:
The opening that Grouting Pipe is inserted into the anchor pole is subjected to slip casting, until the slurries in the drilling overflow, at interval of pre-
If the time carries out walking around to benefit slurry into the drilling.
Further, in an embodiment of the present invention, the weight of the cement in the slurries of the Grouting Pipe injection and sand
Amount is than being 1: 1~1: 2, water: the weight ratio of cement is 0.38: 1~0.45: 1.
The beneficial effects of the present invention are: the slope protection structure that the present invention obtains by above-mentioned design, the first protective net structure
At the first line of defence of side slope protection, anchor pole is embedded in the first embedded hole and the second embedded hole and carries out slip casting to anchor pole, right
For more broken rock side slope, since slurries have mobility, it can flow into the rock mass gap near anchor pole, mention
The overall stability of high rock mass.Second protective net and anchor pole are connected far from one end of side slope, constitute the second of side slope protection
Defence line, in addition, anchor pole is fixed on the first side slope, the first concrete layer and the second concrete layer, stability is preferable, can be to prevent
Only the second protective net falls off.Compared to existing technologies, which enhances its slope rock mass using bolt grouting
The stability of itself, in addition uses dual-protection structure, even if rock mass fragmentation forms broken loose rock blocks, will not fall, energy
Enough guarantee slope stability.
Detailed description of the invention
It, below will be to use required in embodiment in order to illustrate more clearly of the technical solution of embodiment of the present invention
Attached drawing be briefly described, it should be understood that the following drawings illustrates only certain embodiments of the present invention, therefore is not to be seen as
It is the restriction to range, it for those of ordinary skill in the art, without creative efforts, can be with root
Other relevant attached drawings are obtained according to these attached drawings.
Fig. 1 is a kind of structural schematic diagram of slope protection structure provided in an embodiment of the present invention；
Fig. 2 is that a kind of anchor pole provided in an embodiment of the present invention buries schematic diagram；
Fig. 3 is the structural schematic diagram of another slope protection structure provided in an embodiment of the present invention；
Fig. 4 is a kind of structural schematic diagram of tunnel advanced support structure provided in an embodiment of the present invention；
Fig. 5 is a kind of structural schematic diagram of set arch skeleton provided in an embodiment of the present invention.
Icon: 10- slope protection structure；100- side slope；The first embedded hole of 110-；The first protective net of 130-；150- conduit
Hole；The first concrete layer of 300-；The second embedded hole of 310-；500- anchor pole；The second protective net of 510-；The hollow slip casting cavity of 530-；
The first injecting cement paste of 550-；570- support division；The locking part 590-；The second concrete layer of 700-；20- tunnel advanced support structure；
200- set arch skeleton；210- transverse direction steelframe；230- longitudinal connecting member；400- casing；410- the first pipe canopy conduit；430- second is managed
Canopy conduit；The second injecting cement paste of 450-；470- third injecting cement paste；600- set arch component.
Specific embodiment
To keep the purposes, technical schemes and advantages of embodiment of the present invention clearer, implement below in conjunction with the present invention
The technical solution in embodiment of the present invention is clearly and completely described in attached drawing in mode, it is clear that described reality
The mode of applying is some embodiments of the invention, rather than whole embodiments.Based on the embodiment in the present invention, ability
Domain those of ordinary skill every other embodiment obtained without creative efforts, belongs to the present invention
The range of protection.
Therefore, requirement is not intended to limit to the detailed description of the embodiments of the present invention provided in the accompanying drawings below to protect
The scope of the present invention of shield, but it is merely representative of selected embodiment of the invention.Based on the embodiment in the present invention, ability
Domain those of ordinary skill every other embodiment obtained without creative efforts, belongs to the present invention
The range of protection.
It should also be noted that similar label and letter indicate similar terms in following attached drawing, therefore, once a certain Xiang Yi
It is defined in a attached drawing, does not then need that it is further defined and explained in subsequent attached drawing.
In the description of the present invention, it is to be understood that, term " center ", " longitudinal direction ", " transverse direction ", "upper", "lower",
The orientation or positional relationship of the instructions such as "front", "rear", "vertical", "horizontal", "top", "bottom", "inner", "outside" is based on attached drawing institute
The orientation or positional relationship shown, is merely for convenience of description of the present invention and simplification of the description, rather than indication or suggestion is signified sets
Standby or element must have a particular orientation, be constructed and operated in a specific orientation, therefore should not be understood as to limit of the invention
System.
In addition, term " first ", " second " are used for descriptive purposes only and cannot be understood as indicating or suggesting relative importance
Or implicitly indicate the quantity of indicated technical characteristic.Define " first " as a result, the feature of " second " can be expressed or
Implicitly include one or more of the features.In the description of the present invention, the meaning of " plurality " is two or more,
Unless otherwise specifically defined.
In the present invention unless specifically defined or limited otherwise, term " installation ", " connected ", " connection ", " fixation " etc.
Term shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integral；It can be direct phase
Even, can also indirectly connected through an intermediary, the interaction that can be connection or two elements inside two elements is closed
System；It can be electric connection, be also possible to be electrically connected.It for the ordinary skill in the art, can be according to specific
Situation understands the concrete meaning of above-mentioned term in the present invention.
Embodiment
Fig. 1,2 are please referred to, the present embodiment provides a kind of slope protection structures 10, including side slope 100, the first concrete layer
300, anchor pole 500 and the second concrete layer 700.
Wherein, side slope 100 opens up the first embedded hole 110, and the surface of side slope 100 is equipped with the first protective net 130.
First concrete layer 300 is layed in the surface of the first protective net 130, and the first concrete layer 300 offers and first
The second embedded hole 310 that embedded hole 110 is correspondingly arranged.
Anchor pole 500 is embedded in the first embedded hole 110 and the second embedded hole 310, the one end of anchor pole 500 far from side slope 100
The first concrete layer 300 is exposed to, anchor pole 500 is connected with the second protective net 510 far from one end of side slope 100, and anchor pole 500 has
Hollow slip casting cavity 530, between the outer wall of anchor pole 500 and the inner wall of the first embedded hole 110, the outer wall of anchor pole 500 and second pre-
The first injecting cement paste 550 is filled between the inner wall of buried via hole 310 and in hollow slip casting cavity 530.
Second concrete layer 700 fills between the second protective net 510 and the first concrete layer 300.
In the present embodiment, the first protective net 130 constitutes the first line of defence that side slope 100 is protected, and anchor pole 500 is embedded in the
In one embedded hole 110 and the second embedded hole 310 and slip casting is carried out to anchor pole 500, for more broken rock side slope 100
Speech can flow into the rock mass gap near anchor pole 500 since slurries have mobility, improve the intensity and entirety of rock mass
Stability.Second protective net 510 is connect with anchor pole 500 far from one end of side slope 100, constitutes the second that side slope 100 is protected
Defence line, in addition, anchor pole 500 is fixed in side slope 100, the first concrete layer 300 and the second concrete layer 700, stability
Preferably, it can prevent the second protective net 510 from falling off.
The slope protection structure 10 of the present embodiment enhances the steady of its 100 rock mass of side slope itself using 500 grouting mode of anchor pole
It is qualitative, dual-protection structure is in addition used, even if rock mass fragmentation forms broken loose rock blocks, will not fall, can guarantee side
100 stability of slope.
Specifically, in the present embodiment, the first protective net 130 can be soft protecting net, such as wire rope net, wherein steel
Cord net is formed by braided steel wire.
In the present embodiment, side slope 100 and the second concrete layer 700 open up respectively by the way of drilling machine mechanical hole building
One embedded hole 110 and the second embedded hole 310, the first embedded hole 110 and the second embedded hole 310 are correspondingly arranged, and anchor pole 500 is embedded in
In first embedded hole 110 and the second embedded hole 310.
Specifically, in the present embodiment, anchor pole 500 has hollow slip casting cavity 530.When in use, with grouting mode to
Slip casting in hollow slip casting cavity 530 forms the first injecting cement paste so that hollow slip casting cavity 530 fills slurries after slurries final set
550。
It should be noted that during the slip casting, can synchronize to the outer wall of anchor pole 500 and the first embedded hole 110 and
In gap between the inner wall of second embedded hole 310 carry out slip casting, i.e., slurries by hollow slip casting cavity 530 bottom end outflow from
The bottom hole of first embedded hole 110 is gradually accumulated to the top of the second embedded hole 310, and final first embedded hole 110 and second is pre-buried
The first injecting cement paste 550 is filled in hole 310.
In the present embodiment, the outer diameter of anchor pole 500 is 20~30mm, and the anchor pole 500 of the outer diameter is reinforced relative to common
Its outer diameter of type anchor pole is smaller, primarily directed to the side slope 100 that Rock Engineering Properties are poor, is not easy to select the anchor pole of excessive outer diameter
500, reduce the disturbance to original side slope 100 to the greatest extent.
Optionally, in the present embodiment, the weight ratio of the cement in slurries and sand is 1: 1~1: 2, water: the weight of cement
Than being 0.38: 1~0.45: 1.The presetting period of the slurries of the ratio range is shorter, and the intensity after its final set is higher, in addition,
It also has preferable mobility and cohesiveness, can more fully penetrate into the gap between fragmented rock body, improve its globality,
Improve its rock mass stress condition.Wherein, cement grade, which is selected, is greater than PO32.5 or equal to grade ordinary portland cement.Sand then uses
Maximum particle diameter is less than the medium-fine sand of 2.5mm, and quality is hard, cleans.In addition, the strength grade of grouting cement mortar is greater than or waits
In 20MPa.Slip casting can select MZ-1 type grouting pump to cooperate the grout mixer slurrying of NJ-6 type using equipment.
Referring to Fig. 3, in order to improve the rock stability near anchor pole 500, in the present embodiment, the surface of anchor pole 500
It is provided with external screw thread, anchor pole 500 is provided with support division 570 and locking part 590, locking part 590 and anchor far from one end of side slope 100
The external screw thread of bar 500 is threadedly coupled, and locking part 590 can be by rotation so that the table of support division 570 and the second concrete layer 700
Face abuts.Locking part 590 is used for the rock mass near fixing anchor bar 500 for fixing support division 570, support division 570, particularly with
Rock mass is more broken, the poor side slope 100 of engineering properties, and support division 570 can play reinforcing and limit the further fragmentation of rock mass
Change.Optionally, locking part 590 is nut, and support division 570 is disk.
In other embodiments, support division 570 and locking part 590 can also be embedded in the second concrete layer 700.
Terminating rear slurry in slip casting needs certain time pre-hardening, and slurries are missed in order to prevent.In the present embodiment, anchor
Bar 500 is arranged with stop grouting plug far from one end of side slope 100, and the outer wall of stop grouting plug is abutted with the inner wall of the second embedded hole 310, only starched
The inner wall of plug is abutted with the outer wall of anchor pole 500.On the one hand stop grouting plug can prevent slurries from leaking, especially close horizontal in anchor pole 500
When direction is arranged, for example, the axis of anchor pole 500 and horizontal plane angle, at 0~10 °, setting stop grouting plug can prevent slurries
Leakage is spilt before initial set.In addition, the setting of stop grouting plug can also prevent external disturbance, avoid the position of anchor pole 500 deform or
The final position of anchor pole 500 is deviated with initial position.
Specifically, in the present embodiment, the second protective net 510 can be steel mesh, and steel mesh and anchor pole 500 are far from side slope
100 one end welding.Multiple anchor poles 500 are set in side slope 100, then weld to form side slope with one end of steel mesh and anchor pole 500
100 protection second defence lines, can greatly improve the stability of side slope 100.Optionally, the grid aperture of steel mesh be 20cm ×
20cm.The grid aperture can limit block stone of the partial size greater than 20cm and fall.
In the present embodiment, 300 surface dabbing of the first concrete layer is handled, and is conducive to improve 300 He of the first concrete layer
Stability between second concrete layer 700.The time of dabbing processing should control before 300 initial set of the first concrete layer.
The second protective net 510 and the second concrete layer 700 of rainwater excessive erosion slope foot in order to prevent, in the present embodiment
In, drain dyke is set at slope foot, for dredging surface water, prevents the lifting of slope foot water level or long-term ponding.
Referring to Fig. 4, the present embodiment separately provides a kind of tunnel advanced support structure 20, including slope protection structure 10, set
Encircle skeleton 200, casing 400 and set arch component 600.
Wherein, set arch skeleton 200 is set to the excavation entrance in tunnel.Casing 400 is set to the surface of set arch skeleton 200.
Set arch component 600 includes bed die, end mould and backform, bed die, end mould and backform be enclosed pour cavity and
Set arch skeleton 200, casing 400 are in and pour in cavity, pour in cavity filled with concrete bodies.
It needs to build advance support structure, in the present embodiment, slope protection structure to entrance construction before tunnel excavation
The rock mass of 10 side slopes 100 is protected, and guarantees construction safety.In addition, set arch skeleton 200 is set to the excavation entrance in tunnel,
Then casing 400 being set on its surface, casing 400 is used for subsequent pipe roof construction, and set arch component 600 is then used for pouring molding,
It is enclosed to pour and injects concrete in cavity to by bed die, end mould and backform when pouring.The coagulation local product is cast-in-place using C25
Concrete must control concrete slump within the scope of 120mm~160mm, and concreting speed is unsuitable too fast, prevent out
Now set encircles quick-fried mould phenomenon.
Referring to Fig. 5, in the present embodiment, set arch skeleton 200 is made of multiple spaced lateral steelframes 210, horizontal
It is connected to longitudinal connecting member 230 is passed through between steelframe 210.Optionally, the spacing between lateral steelframe 210 is 60~80cm,
Longitudinal connecting member 230 is reinforcing bar.
In the present embodiment, casing 400 has hollow cavity, is provided with the first pipe canopy conduit 410 in hollow cavity, and first
In one end insertion side slope 100 of pipe canopy conduit 410, the second injecting cement paste is filled in casing 400 and the first pipe canopy conduit 410
450.Specifically, the slurries of the second injecting cement paste 450 are neat slurry by ZJ-400 high-speed pulping machine mixing, injecting paste material.Construction
When, the slurries ratio of mud can be adjusted according to live slip casting effect.Specifically, the first pipe canopy conduit 410 uses 108~180mm
Steel pipe, one end is taper.
Casing 400 has hollow cavity, and convenient for the drilling of the first pipe canopy conduit 410, the first pipe canopy conduit 410 is embedded into side
Inside slope 100, then the rock mass near the first pipe canopy conduit 410 is further reinforced by way of slip casting, improves its stability, mention
For advance support, guarantee the safety of subsequent excavation construction.
With the digging excavation in tunnel, top plate unstability in order to prevent, in the present embodiment, side slope 100 is along tunnel excavation line
Guide hole 150 is offered, the second pipe canopy conduit 430 is buried in guide hole 150, is filled with third injecting cement paste in guide hole 150
470.Nearby rock mass is connected guide hole 150 by third injecting cement paste 470, and globality and intensity can be improved, in addition, the second pipe
Canopy conduit 430 can be equivalent to skeleton, be capable of the globality of large area raising top plate.Specifically, the slurries of third injecting cement paste 470
By ZJ-400 high-speed pulping machine mixing, injecting paste material is neat slurry.When construction, the slurries ratio of mud can be according to live slip casting effect
It is adjusted.Specifically, for the second pipe canopy conduit 430 using the steel pipe for using 70~90mm, one end is also taper.
The present embodiment also provides a kind of tunnel slope construction method, includes the following steps:
It determines top curve and when excavation height determines lower collar thread according to slope.
Staged and layered side slope 100 is excavated from top to bottom, and wherein the first stage digs to interim hole face is designed, in conjunction with dark
Wide open digging is reserved into hole step, and second stage excavates rest part, forms face-upward slope.Specifically, in the present embodiment, it uses
Cut and cover method from top to bottom excavated by staged and layered side slope 100,
In the present embodiment, face-upward slope is one kind of side slope 100, is primarily referred to as the side slope 100 positioned at tunnel exit.
It is laid with the first protective net 130 on the surface of face-upward slope, and forms first to 130 gunite concrete of the first protective net and mixes
Solidifying soil layer 300.Wherein, it can be used from the bottom to top to the injection order of 130 gunite concrete of the first protective net, the road Bing YiSXing
Line transversely moves repeatedly.
The drilling for burying anchor pole 500 is formed to face-upward slope drilling construction, to anchor after anchor pole 500 is embedded in drilling
Slip casting in the hollow slip casting cavity 530 of bar 500, forms the first injecting cement paste 550 after final set.It wherein, should be every during slip casting
Interval preset time carries out walking around to benefit slurry into drilling.Specifically, it can carry out walking around to benefit into drilling at interval of 1~2 hour
Slurry.Optionally, the weight ratio for injecting the cement and sand in the slurries in hollow slip casting cavity 530 is 1: 1~1: 2, water: cement
Weight ratio is 0.38: 1~0.45: 1.
After the completion of anchor pole 500 is constructed, forbid percussion, collision, drawing bolt 500 and suspension weight in three days.
Second protective net 510 is connect with anchor pole 500 far from one end of face-upward slope, and to the first concrete layer 300 and
Gunite concrete is between two protective nets 510 to form the second concrete layer 700.Wherein, to 510 gunite concrete of the second protective net
Injection order can be using from the bottom to top, and transversely moved repeatedly with zigzag.
In the present embodiment, it can be mentioned by the first protective net 130, the second protective net 510 and anchor pole 500 for face-upward slope
For reliable safeguard structure.Wherein, rear the first protective net 130 is first laid with and gunite concrete is formed what side slope 100 was excavated
First concrete layer 300 can play the role of tentatively protecting.Then by anchor pole 500 and into anchor pole 500 slip casting side
Formula further increases rock mass strength and globality near anchor pole 500, and one end of anchor pole 500 is additionally provided with the second protective net
510, Multiple Protective Structure can be provided for the protection of face-upward slope.
The foregoing is merely the preferred embodiment of the present invention, are not intended to restrict the invention, for this field
For technical staff, the invention may be variously modified and varied.All within the spirits and principles of the present invention, made any
Modification, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of slope protection structure, which is characterized in that including
Side slope, the side slope open up the first embedded hole, and the surface of the side slope is equipped with the first protective net；
First concrete layer, first concrete layer are layed in the surface of first protective net, first concrete layer
Offer the second embedded hole being correspondingly arranged with first embedded hole；
Anchor pole, the anchor pole are embedded in first embedded hole and second embedded hole, and the anchor pole is far from the side slope
One end expose to first concrete layer, the anchor pole is connected with the second protective net far from one end of the side slope, described
Anchor pole has hollow slip casting cavity, between the outer wall of the anchor pole and the inner wall of first embedded hole, the outer wall of the anchor pole
The first injecting cement paste is filled between the inner wall of second embedded hole and in the hollow slip casting cavity；And
Second concrete layer, second concrete layer fill between second protective net and first concrete layer.
2. slope protection structure according to claim 1, which is characterized in that an end cap of the anchor pole far from the side slope
Equipped with stop grouting plug, the outer wall of the stop grouting plug is abutted with the inner wall of second embedded hole, the inner wall of the stop grouting plug with it is described
The outer wall of anchor pole abuts.
3. slope protection structure according to claim 1, which is characterized in that the surface of the anchor pole is provided with external screw thread,
The anchor pole is provided with support division and locking part, the external screw thread spiral shell of the locking part and the anchor pole far from one end of the side slope
Line connection, the locking part can be by rotating so that the support division is abutted with the surface of the side slope.
4. a kind of tunnel advanced support structure, which is characterized in that including
The described in any item slope protection structures of claim 1-3；
Set arch skeleton, the set arch skeleton are set to the excavation entrance in tunnel；
Casing, described sleeve pipe are set to the surface with set arch skeleton；And
Set arch component, the set arch component include bed die, end mould and backform, and the bed die, end mould and backform are enclosed
Pour cavity and set arch skeleton and described sleeve pipe be in it is described pour in cavity, it is described to pour in cavity filled with coagulation
The soil body.
5. tunnel advanced support structure according to claim 4, which is characterized in that it further include the first pipe canopy conduit, it is described
Casing has hollow cavity, is provided with the first pipe canopy conduit, one end of the first pipe canopy conduit in the hollow cavity
It is embedded in the side slope, the second injecting cement paste is filled in described sleeve pipe and the first pipe canopy conduit.
6. tunnel advanced support structure according to claim 4, which is characterized in that the side slope is opened up along tunnel excavation line
There is guide hole, the second pipe canopy conduit is buried in the guide hole, is filled with third injecting cement paste in the guide hole.
7. a kind of tunnel slope construction method, which is characterized in that including
It determines top curve and when excavation height determines lower collar thread according to slope；
Staged and layered excavates face-upward slope from top to bottom, and wherein the first stage digs to interim hole face is designed, in conjunction with dark wide open
It digs, reserves into hole step, second stage excavates rest part, forms face-upward slope；
It is laid with the first protective net on the surface of the face-upward slope, and forms the first coagulation to the first protective net gunite concrete
Soil layer；
To the face-upward slope drilling construction to form the drilling for burying anchor pole, after the anchor pole is embedded in the drilling to
The hollow slip casting chamber internal injection of anchor pole；
Second protective net is connect with the anchor pole far from one end of the side slope, and to first concrete layer and described the
Gunite concrete is between two protective nets to form the second concrete layer.
8. tunnel slope construction method according to claim 7, which is characterized in that spray coagulation to first protective net
Soil step include:
Injection order is from the bottom to top, transversely to be moved repeatedly with S-shaped when gunite concrete.
9. tunnel slope construction method according to claim 7, which is characterized in that the hollow slip casting cavity of the anchor pole
The step of interior slip casting, specifically includes:
By Grouting Pipe be inserted into the anchor pole opening carry out slip casting, until in the drilling slurries overflow, at interval of it is default when
Between carry out walking around to benefit slurry into the drilling.
10. tunnel slope construction method according to claim 9, which is characterized in that in the slurries of the Grouting Pipe injection
Cement and sand weight ratio be 1: 1~1: 2, water: the weight ratio of cement be 0.38: 1~0.45: 1.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811106183.XA CN109083164A (en) | 2018-09-20 | 2018-09-20 | Slope protection structure, tunnel advanced support structure and tunnel slope construction method |
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| CN201811106183.XA CN109083164A (en) | 2018-09-20 | 2018-09-20 | Slope protection structure, tunnel advanced support structure and tunnel slope construction method |
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