CN109854251A - Tunnel horizontal jet grouting construction method - Google Patents
Tunnel horizontal jet grouting construction method Download PDFInfo
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- CN109854251A CN109854251A CN201910074823.1A CN201910074823A CN109854251A CN 109854251 A CN109854251 A CN 109854251A CN 201910074823 A CN201910074823 A CN 201910074823A CN 109854251 A CN109854251 A CN 109854251A
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- 238000010276 construction Methods 0.000 title claims abstract description 36
- 238000005553 drilling Methods 0.000 claims abstract description 105
- 238000005507 spraying Methods 0.000 claims abstract description 68
- 239000007921 spray Substances 0.000 claims abstract description 37
- 239000002002 slurry Substances 0.000 claims abstract description 25
- 239000011435 rock Substances 0.000 claims abstract description 24
- 239000004568 cement Substances 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 14
- 238000002347 injection Methods 0.000 claims abstract description 13
- 239000007924 injection Substances 0.000 claims abstract description 13
- 230000003019 stabilising effect Effects 0.000 claims abstract description 8
- 238000003756 stirring Methods 0.000 claims abstract description 8
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 5
- 238000007711 solidification Methods 0.000 claims abstract description 4
- 230000008023 solidification Effects 0.000 claims abstract description 4
- 230000002093 peripheral effect Effects 0.000 claims description 8
- 239000003351 stiffener Substances 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 2
- 230000001360 synchronised effect Effects 0.000 claims description 2
- 230000008450 motivation Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 description 9
- 238000007569 slipcasting Methods 0.000 description 5
- 238000003780 insertion Methods 0.000 description 4
- 230000037431 insertion Effects 0.000 description 4
- 238000003325 tomography Methods 0.000 description 4
- 239000011521 glass Substances 0.000 description 3
- 230000005484 gravity Effects 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of tunnel horizontal jet grouting construction methods, it include: that drilling is drilled out using horizontal jet, horizontal jet includes machine body moveable, drill support frame group, whirl spraying support frame group, drilling equipment and whirl spraying device, after drilling is completed, drilling equipment is exited into drilling, after drilling rod exits drilling completely, whirl spraying device is sent to the end of drilling, cement slurry well prepared in advance is supplied to the nozzle component of whirl spraying device using grouting equipment, Stirring merges into an organic whole the soft rock for the cement slurry drive borehole circumference that starting nozzle component sprays high speed together, with nozzle component one side rotary jet grouting, drilling is exited on one side and is formed from inside to outside along the drilling of the first type and is reinforced pile body, stop horizontal jet grouting injection after nozzle component exits drilling completely；After whole reinforcing pile body solidifications, detect the array-like stabilising system of its formation intensity meet the requirements after, carry out the mechanical excavation of big cross section to form tunnel.
Description
Technical field
The present invention relates to Tunnel Engineering technical field more particularly to a kind of tunnels and the advanced pre-add of underground engineering weak surrounding rock
Solid construction method.
Background technique
With the rapid development of China railways especially mountain railway, mountain tunnel is more and more, by the limit of sweep
System, railway tunnel need to pass through the mountain ridge, these widely distributed various geological structural belts in area can especially encounter tomography weakness band.
This kind of tomography has the characteristics that buried, rich water, weak band in sandwich-like, and tunnel and underground engineering are carried out in weak broken stratum
Construction, is easy to appear the safety problems such as country rock large deformation, heavy roof fall and construction speed is slow, work efficiency is extremely low technology is asked
Topic more even will appear and destroy ground surface environment and residential block and jeopardize construction personnel's life security, leave operation security hidden danger
Etc. serious consequences.
For the shear-zone in shallow embedding location, conventional processing method is that pre-grouting reinforces country rock, using circumferential spacing one
As for the steel tube shed of 0.3~0.4m be used as advance support structure, short drilling depth partial excavation, preliminary bracing quick closure is cyclic, two
Secondary lining cutting is followed up in time, safely and fast passes through tomography weakness band.But for buried rich water tomography weakness band, if still using routine
Steel tube shed advance support structure, the circumferential spacing of 0.3~0.4m cannot achieve the occlusion between pipe canopy, easily send out in construction
Raw piping leads to water bursting factor, causes the dangerous of significant damage safely to construction personnel's life and mechanical equipment, in addition, deep
It is big with location pressure from surrounding rock to bury rich water weakness, under groundwater effect, which is difficult to ensure adjoining rock stability and knot
The safety of structure, easily generation cave-in accident.
Conventional flat whirl spraying method is usually used in the prior art, but the method is performing one 18 meters of rotary churning pile needs
Nearly 24 hours, stake diameter was less than 60cm mostly, and the time of one section of whirl spraying is up to 1~2 month, and broken pile often occurs, do not sting
The problems such as conjunction, stake undergauge, it is difficult to meet excavation construction requirement.
A kind of soft rock tunnel long cantilever horizontal jet grouting deformation control as disclosed in Chinese patent application 201210425650.1
Construction method processed, comprising: (1) drill on excavation contour line periphery, drilling rod retreats rotary jet grouting simultaneously, the first type of tripping in after whirl spraying
Component forms the first type pile body；(2) it repeats step (1) and constructs the first curtain system；(3) it is bored in the face of Tunnel Design
Hole, drilling rod retreats rotary jet grouting simultaneously, and tripping in second type component after whirl spraying forms second type pile body；(4) step (3) structure is repeated
Produce the second Core Soil reinforcement system；(5) big cross section mechanical excavation, just branch are carried out；(6) the oblique tunnel in, at arch springing of getting out of a predicament or an embarrassing situation
30~45 degree of drilling below road, tripping in third type component form third type pile body；(7) step (6) are repeated and construct lock foot whirl spraying
Stake stabilising system.The constraint of horizontal jet grouting stake advance reinforcement, face glass anchor pole that the present invention utilizes tunnel contour line high-strength
Anamorphic effect, the anchoring for locking foot rotary churning pile effectively control ground deformation.But the invention still remains following disadvantage or deficiency:
Slip casting is as the distal end of drilling rod exited from drilling is carried out to the proximal end of drilling, and slip casting is the injection of horizontal mode, is existed
It needs to overcome slurries because self gravity generation grouting pile is discontinuous or non-uniform defect.
A kind of for another example soft rock tunnel horizontal jet grouting construction method disclosed in Chinese patent application 201310671711.7,
It include: to be drilled out using horizontal jet with prescribed depth and the drilling of the first type of diameter；It is adopted after completing the drilling of the first type
Cement slurry well prepared in advance is supplied to the end to drill to the first type with grouting equipment, so that boring as drilling rod exits the first type
Hole and along the first type drilling form the first type pile body from inside to outside；Using ejector apparatus by previously prepared length and the first type
The identical first type stiffener of drilling depth drills the first type pile body of insertion until the end that the first type drills along the first type；It is logical
The first support frame of control and the synchronous fore-aft axis around machine body moveable of the second support frame are crossed to change the construction of spray drill boom
Position, to construct the curtain system of monoblock type；Pass through the adjustable height of synchronously control the first support frame and the second support frame
The construction radius of horizontal jet is reduced, so that the inside in tunnel to be formed forms array-like stabilising system.But
The invention still remains following disadvantage or deficiency: slip casting be with drilling rod the distal end exited from drilling to the proximal end of drilling into
Row, slip casting are the injection of horizontal mode, exist and need to overcome slurries discontinuous or uneven because self gravity generates grouting pile
Defect.
Therefore it provides a kind of can form the tunnel level uniformly densely reinforced pile body, improve weak surrounding rock bearing capacity
Rotary-spraying construction method becomes urgent problem in the industry.
Summary of the invention
The object of the present invention is to provide a kind of tunnel horizontal jet grouting construction methods, are capable of forming continuous, closely knit, uniform
Pile body is reinforced, ground deformation is effectively controlled, then carries out the smooth excavating sequences in tunnel.
To achieve the goals above, a kind of tunnel horizontal jet grouting construction method of the present invention, which is characterized in that including following step
It is rapid: (1), to be drilled out and had in the tunnel excavation face in soft rock construction area according to predetermined position of opening using horizontal jet
The drilling of prescribed depth, diameter and gradient, horizontal jet include machine body moveable, are installed on machine body moveable side
Drill support frame group and whirl spraying support frame group, drilling equipment and the whirl spraying device for being installed on the machine body moveable other side,
In, drill support frame group includes being set to machine body moveable front end and capableing of the first drill support frame of independent-lifting and be set to
Machine body moveable rear end and the second drill support frame for capableing of independent-lifting, whirl spraying support frame group include being set to machine body moveable
Simultaneously it is capable of the first whirl spraying support frame of independent-lifting and is set to machine body moveable rear end and is capable of the second of independent-lifting in front end
Whirl spraying support frame, drilling equipment support drill in the top of the first drill support frame and the top of the second drill support frame
Device can be moved forward and backward relative to machine body moveable, and drilling equipment includes drill bit and the connection for being set to drilling equipment front end
Drilling rod in drill bit rear end, whirl spraying device support in the top of the first whirl spraying support frame and the top of the second whirl spraying support frame, and
And whirl spraying device can be moved forward and backward relative to machine body moveable, whirl spraying device includes the nozzle group for being set to whirl spraying device front end
Part and the pipeline for being connected to nozzle component rear end, nozzle component are connected to convey and starch to whirl spraying with grouting equipment by pipeline
Liquid；(2), after drilling is completed, drilling equipment is exited into drilling, after drilling rod exits drilling completely, whirl spraying device is sent to brill
Cement slurry well prepared in advance is supplied to the nozzle component of whirl spraying device using grouting equipment, starts nozzle group by the end in hole
Stirring merges into an organic whole the soft rock for the cement slurry drive borehole circumference that part sprays high speed together, on one side with nozzle component
Rotary jet grouting exits drilling on one side and is formed from inside to outside along the drilling of the first type and reinforce pile body, exits completely in nozzle component
Stop horizontal jet grouting injection after drilling；(3), it is supported by the first drill support frame and the second drilling that control drill support frame group
Frame synchronizes the fore-aft axis around machine body moveable to change the construction location of drilling equipment, repeats step (1) and (2), obtains
It obtains several drillings and reinforces pile body, so that adjacent reinforcing pile body partly overlaps in radial directions, to form array
Shape stabilising system；And (4), after whole reinforcing pile body solidifications, the intensity for detecting the array-like stabilising system of its formation is full
After foot requires, the mechanical excavation of big cross section is carried out to form tunnel.
Selectively, nozzle component include: nozzle tube, be set to nozzle tube front center spray head and interval
It is distributed in the parallel at least four points of spray heads of radial direction on the peripheral wall of nozzle tube and with nozzle tube, wherein nozzle tube is being arranged
The fore-aft axis of nozzle tube can be surrounded under the control of the motor on machine body moveable.
Wherein, when nozzle tube is rotated driven by the motor, control grouting equipment makes horizontal jet grouting injection
Whirl spraying pressure is set as 35~45MPa, it is preferable that whirl spraying pressure is set as 40MPa, and cement slurry is from spray head horizontal direction as a result,
Preceding injection divides spray head rotating-spray around certainly, to complete the horizontal rotation injection of cement slurry, realizes and fully drives drilling
The soft rock on the periphery effect that Stirring merges into an organic whole together.
Selectively, nozzle component can also be set as another structure comprising: nozzle tube is set to nozzle tube
The spray head of front center and interval are tangentially-arranged at least three points of spray heads on the peripheral wall of nozzle tube.
As a result, when on the peripheral wall for dividing spray head tangentially-arranged in nozzle tube, by control so that the rotation of horizontal jet grouting injection
Spray power and be set as 50~60MPa, it is preferable that whirl spraying pressure is set as 55MPa, can so that cement slurry high pressure effect under
From when spray head being divided to spray, fore-aft axis of the nozzle tube around its own is driven by pressure inertia, to complete cement
The horizontal rotation of slurry is sprayed, and realizes the soft rock effect that Stirring merges into an organic whole together for fully driving borehole circumference.
Preferably, the mode that interval jump hole can be used in method of the invention completes several drillings, for example, for adjacent
Three drillings, first complete two drillings of two sides, then complete an intermediate drilling, so that the reinforcing formed after being located in the middle
Pile body can be engaged well with the reinforcing pile body of two sides and be integrally formed.
Selectively, grouting equipment is set on machine body moveable and is located at the first whirl spraying support frame and the second whirl spraying supports
Between frame.
Selectively, before step (1), further includes: open tunnel excavation face m esh-hanging sprayed concrete to stablize tunnel
The step of digging face.
Selectively, before step (2), further includes: nozzle component uses high pressure water hole flushing in drilling to clean and bore
In hole the step of mud, in favor of more successfully carrying out step (3) and obtaining stronger reinforcing pile body.
Selectively, before step (3), further includes: use ejector apparatus by previously prepared length and drilling depth
Identical stiffener reinforces the step of pile body is up to the end of drilling along drilling insertion.
Selectively, ejector apparatus is installed on the front end of machine body moveable, and ejector apparatus can be relative to machine body moveable
Front and back, upper and lower, side-to-side movement reinforce pile body so that stiffener to be inserted into.
Selectively, pipe canopy or glass anchor pole can be selected in stiffener.
Selectively, it can be controlled by controlling the adjustable height of the first drill support frame and the second drill support frame respectively
Raise up angle or the lower tilt angle of drilling equipment.
Selectively, it can be controlled by controlling the adjustable height of the first whirl spraying support frame and the second whirl spraying support frame respectively
Raise up angle or the lower tilt angle of whirl spraying device.
Selectively, it can be controlled by the adjustable height of the first drill support frame of synchronously control and the second drill support frame
The construction radius of drilling equipment.
Selectively, the lateral tilting oblique angle of drilling equipment can be changed by mobile machine body moveable.
Selectively, the depth of drilling can be changed by the back-and-forth motion of control drilling equipment.
The beneficial effects of the present invention are: (1) slip casting is by spray head and to divide spray head while carrying out, the level of slurries is realized
And rotary spraying, the setting of especially multiple points spray heads effectively overcome slurries self gravity, make slurries in radial directions
Mud and drilling cuttings can be expressed to the position far from drill center line, to guarantee to form continuous, closely knit, uniform reinforcing pile
Body, without worrying to occur interrupting among pile body or the problems such as weak area；(2) horizontal jet can freely adjust construction half
Diameter and inclination angle can be realized high quality and construct and shorten construction period；(3) closely continuous, the adjacent reinforcing pile body of pile body is reinforced
It partly overlaps in radial directions, insertion tube canopy or glass anchor pole can be not required to, greatly improve work efficiency, just realize and control at low cost
The consolidation effect of ground deformation processed.
Detailed description of the invention
Fig. 1 shows the structural schematic diagram of horizontal jet of the invention.
Fig. 2 shows the schematic cross-sections of the nozzle component in one embodiment of the present invention.
Fig. 3 shows the schematic cross-section of the nozzle component in another embodiment of the invention.
Specific embodiment
The present invention proposes a kind of tunnel horizontal jet grouting construction method, can use horizontal jet equipment for cement grout
It is injected into soft stratum with rotating horizontally, pile body is uniformly densely reinforced in formation, completes the curtain system in entire tunnel, not only
Weak surrounding rock bearing capacity, the stability of peripheral rock and effectively control ground deformation are improved, and greatly improves work efficiency, is reached
To the purpose to soft stratum advance support and tunneling boring mechanization excavation.
According to the present invention, before tunnels and underground engineering excavates and constructs, high-strength level is carried out using horizontal jet
Rotary churning pile safeguard weak surrounding rock, tunnel surrounding by high-strength continuous horizontal rotary churning pile reinforce after, it can be achieved that tunnels and underground engineering is big
Section mechanization is excavated.
The term " tunnel " that the present invention uses includes the channel or sky that the needs such as ground, subterranean tunnel or tunnel are excavated
Between.
A kind of example embodiment according to the present invention, soft rock tunnel horizontal jet grouting construction method include the following steps.
Firstly, in step 1, using horizontal jet according to predetermined position of opening, in soft rock construction area
Tunnel excavation face drills out the drilling with prescribed depth, diameter and gradient.
Wherein, as shown in Figure 1, horizontal jet includes machine body moveable 100, the brill for being installed on machine body moveable side
Hole support frame group 200, whirl spraying support frame group 300, drilling equipment 400 and the whirl spraying device for being installed on the machine body moveable other side
500。
Specifically, drill support frame group 200 include the first drill support frame 210 and the second drill support frame 220, first
Drill support frame 210 be set to 100 front end of machine body moveable and can independent-lifting, the second drill support frame 220 is set to can
It mobile 100 rear end of fuselage simultaneously being capable of independent-lifting.
Whirl spraying support frame group 300 includes the first whirl spraying support frame 310 and the second whirl spraying support frame 320, the first whirl spraying support
Frame 310 be set to 100 front end of machine body moveable and can independent-lifting, the second whirl spraying support frame 320 is set to machine body moveable
It 100 rear ends simultaneously being capable of independent-lifting.
400 support of drilling equipment in the top of the first drill support frame 210 and the top of the second drill support frame 220, and
And drilling equipment 400 can be moved forward and backward relative to machine body moveable 100, drilling equipment 400 includes the drill bit for being set to front end
410 and it is connected to the drilling rod 420 of 410 rear end of drill bit.
500 support of whirl spraying device in the top of the first whirl spraying support frame 310 and the top of the second whirl spraying support frame 320, and
And whirl spraying device 500 can be moved forward and backward relative to machine body moveable 100, whirl spraying device 500 includes the spray head for being set to front end
Component 510 and the pipeline 520 for being connected to 510 rear end of nozzle component, nozzle component 520 pass through pipeline 520 and grouting equipment 600
It is connected.
In the non-limiting embodiment, grouting equipment 600 is set on machine body moveable 100 and is located at the first whirl spraying
Between support frame 310 and the second whirl spraying support frame 320.
Then, in step 2, after drilling is completed, drilling equipment is exited into drilling, after drilling rod exits drilling completely,
Whirl spraying device is sent to the end of drilling, is supplied cement slurry well prepared in advance to the spray head of whirl spraying device using grouting equipment
Component, Stirring merges into an organic whole the soft rock for the cement slurry drive borehole circumference that starting nozzle component sprays high speed together,
With nozzle component one side rotary jet grouting, drilling is exited on one side and is formed from inside to outside along the drilling of the first type and reinforces pile body,
Nozzle component stops horizontal jet grouting injection after exiting drilling completely.
Then, in step 3, same by the first drill support frame and the second drill support frame that control drill support frame group
The fore-aft axis around machine body moveable is walked to change the construction location of drilling equipment, repeats step 1 and step 2, if obtaining
Dry drilling and reinforcing pile body, so that adjacent reinforcing pile body partly overlaps in radial directions, so that it is steady to form array-like
Determine system.
Finally, in step 4, after whole reinforcing pile body solidifications, detecting the strong of the array-like stabilising system of its formation
After degree is met the requirements, the mechanical excavation of big cross section is carried out to form tunnel.
As a kind of non-limiting embodiment, as shown in Fig. 2, nozzle component 510 includes: nozzle tube 5101, spray head
5102 and four points of spray heads 5103, nozzle tube 5101 can under the control for the motor (not shown) being set on machine body moveable
Around the fore-aft axis of its own.To which under the whirl spraying pressure of 35~45MPa, cement slurry is horizontal from spray head 5102
It sprays forward, divides the rotating-spray around of spray head 5103 certainly, to complete the horizontal rotation injection of cement slurry, realize fully band
The soft rock effect that Stirring merges into an organic whole together of dynamic borehole circumference.
As another non-limiting embodiment, as shown in figure 3, nozzle component 510 includes: nozzle tube 5101, setting
It is tangentially-arranged in three on the peripheral wall of nozzle tube 5101 in the spray head 5102 of the front center of nozzle tube 5101 and interval
Divide spray head 5104.Dividing spray head 5104 tangentially-arranged when on the peripheral wall of nozzle tube 5101 as a result, in the whirl spraying of 50~60MPa
Under the action of pressure, cement slurry, from when spray head 5104 being divided to spray, can drive nozzle tube by pressure inertia under high pressure effect
5101 surround the fore-aft axis of its own, to complete the horizontal rotation injection of cement slurry, realize and fully drive drilling
The soft rock on the periphery effect that Stirring merges into an organic whole together.
Tunnel excavation face linked network can also be sprayed coagulation before step 1 by a kind of preferred embodiment according to the present invention
Soil, thus to stablize tunnel excavation face.Then, before step 2, high pressure water hole flushing is used in drilling using nozzle component,
Come the mud cleaned in drilling.
In order to reinforce soft rock again, another preferred embodiment according to the invention also can be used before step 3
Previously prepared length stiffener identical with drilling depth is reinforced pile body up to drilling along drilling insertion by ejector apparatus
End.Wherein, ejector apparatus (not shown) is installed on the front end of machine body moveable, and ejector apparatus can be relative to machine body moveable
Front and back, upper and lower, side-to-side movement reinforce pile body so that stiffener to be inserted into.
Although detailed description of the present invention preferred embodiment herein, it is to be understood that the invention is not limited to this
In the specific structure being described in detail and show and step, without departing from the spirit and scope of the present invention can be by this field
Technical staff realize other modifications and variant.In addition, the size and pressure and other parameters of system can be according to specifically making
It is suitably chosen within the scope of the present disclosure with condition.
Claims (10)
1. a kind of tunnel horizontal jet grouting construction method, which comprises the following steps:
(1), tool is drilled out in the tunnel excavation face in soft rock construction area according to predetermined position of opening using horizontal jet
There is the drilling of prescribed depth, diameter and gradient, the horizontal jet includes machine body moveable, is installed on described move
The drill support frame group of fuselage side, the whirl spraying support frame group for being installed on the machine body moveable other side, drilling equipment and
Whirl spraying device, wherein the drill support frame group includes being set to the machine body moveable front end and capableing of the of independent-lifting
It one drill support frame and is set to the machine body moveable rear end and is capable of the second drill support frame of independent-lifting, the whirl spraying
Support frame group includes being set to the machine body moveable front end and capableing of the first whirl spraying support frame of independent-lifting and be set to institute
It states machine body moveable rear end and is capable of the second whirl spraying support frame of independent-lifting, the drilling equipment support is in first drilling
The top at the top of support frame and second drill support frame, and the drilling equipment can be relative to the removable motivation
Body is moved forward and backward, and the drilling equipment includes being set to the drill bit of the drilling equipment front end and being connected to the drill bit rear end
Drilling rod, the whirl spraying device support in the top of the first whirl spraying support frame and the top of the second whirl spraying support frame,
And the whirl spraying device can be moved forward and backward relative to the machine body moveable, and the whirl spraying device includes being set to the rotation
The nozzle component of spray apparatus front end and the pipeline for being connected to the nozzle component rear end, the nozzle component pass through the pipeline
It is connected with grouting equipment to convey to whirl spraying slurries；
(2), after completing the drilling, the drilling equipment is exited into the drilling, exits the brill completely in the drilling rod
Kong Hou send the whirl spraying device to the end of the drilling, is supplied cement slurry well prepared in advance using the grouting equipment
To the nozzle component to the whirl spraying device, starts the cement slurry that the nozzle component sprays high speed and drive the drilling week
Stirring merges into an organic whole the soft rock on side together, with described nozzle component one side rotary jet grouting, exit the drilling on one side and
It is formed from inside to outside along first type drilling and reinforces pile body, stop water after the nozzle component exits the drilling completely
Flat rotary jet grouting；
(3), synchronous with second drill support frame by controlling first drill support frame of the drill support frame group
Change the construction location of the drilling equipment around the fore-aft axis of the machine body moveable, repeat step (1) and (2),
It obtains several drillings and reinforces pile body, so that the adjacent reinforcing pile body partly overlaps in radial directions, thus shape
At array-like stabilising system；And
(4), after whole reinforcing pile body solidifications, the intensity satisfaction for detecting the array-like stabilising system of its formation is wanted
After asking, the mechanical excavation of big cross section is carried out to form tunnel.
2. horizontal jet grouting construction method in tunnel as described in claim 1, which is characterized in that the nozzle component includes: jet pipe
Body, be set to the nozzle tube front center spray head and be spaced apart on the peripheral wall of the nozzle tube and with institute
State at least four points of parallel spray heads of the radial direction of nozzle tube, wherein the nozzle tube is on being set to the machine body moveable
Motor control under can surround the nozzle tube fore-aft axis.
3. horizontal jet grouting construction method in tunnel as claimed in claim 2, which is characterized in that in step (2), control the note
Slurry equipment makes the whirl spraying pressure of horizontal jet grouting injection be set as 35~45MPa.
4. horizontal jet grouting construction method in tunnel as described in claim 1, which is characterized in that the nozzle component includes: jet pipe
Body, be set to the nozzle tube front center spray head and interval it is tangentially-arranged on the peripheral wall of the nozzle tube
At least three points of spray heads.
5. horizontal jet grouting construction method in tunnel as claimed in claim 4, which is characterized in that in step (2), control the note
Slurry equipment makes the whirl spraying pressure of horizontal jet grouting injection be set as 50~60MPa.
6. tunneltron canopy constructing device as claimed in claim 3 or 5, which is characterized in that the grouting equipment is set to described
On machine body moveable and between the first whirl spraying support frame and the second whirl spraying support frame.
7. horizontal jet grouting construction method in tunnel as claimed in claim 6, which is characterized in that before step (1), further includes:
The step of by tunnel excavation face m esh-hanging sprayed concrete to stablize tunnel excavation face.
8. tunneltron canopy constructing device as claimed in claim 6, which is characterized in that before step (2), further includes: described
Nozzle component uses the step of high pressure water hole flushing is to clean mud in the drilling in the drilling.
9. horizontal jet grouting construction method in tunnel as claimed in claim 8, which is characterized in that before step (3), further includes:
Previously prepared length stiffener identical with the drilling depth is inserted into along the drilling by described add using ejector apparatus
Gu pile body until the drilling end the step of.
10. horizontal jet grouting construction method in tunnel as claimed in claim 9, which is characterized in that the ejector apparatus is installed on institute
The front end of machine body moveable is stated, the ejector apparatus can be relative to the machine body moveable front and back, upper and lower, side-to-side movement to incite somebody to action
The stiffener is inserted into the reinforcing pile body.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111140257A (en) * | 2020-01-10 | 2020-05-12 | 中国水利水电第四工程局有限公司 | Advanced support method and equipment |
| CN113586140A (en) * | 2021-06-28 | 2021-11-02 | 山东大学 | Arch-shaped grouting device and method |
Citations (7)
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