CN108755693B - Grouting device and in-hole sectional grouting method for multiple karst caves - Google Patents
Grouting device and in-hole sectional grouting method for multiple karst caves Download PDFInfo
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- CN108755693B CN108755693B CN201810608939.4A CN201810608939A CN108755693B CN 108755693 B CN108755693 B CN 108755693B CN 201810608939 A CN201810608939 A CN 201810608939A CN 108755693 B CN108755693 B CN 108755693B
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- 238000005553 drilling Methods 0.000 claims abstract description 55
- 239000011440 grout Substances 0.000 claims description 23
- 239000007788 liquid Substances 0.000 claims 3
- 238000010276 construction Methods 0.000 abstract description 34
- 230000008569 process Effects 0.000 abstract description 15
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The application discloses a grouting device and a hole segment grouting method for a plurality of karst caves, wherein the method comprises the following steps: s1, drilling holes by a drilling machine, and communicating a plurality of karst caves through one-time drilling; s2, installing a grouting device at the tail end of a grouting drill rod, and conveying the grouting device into the designated karst cave; s3, introducing slurry into the grouting drill pipe, and lifting the grouting pressure to enable the first check valve to be opened, and enabling the second elastic sleeve of the rear grouting stopper to expand and cling to the side wall of the drilled hole; s4, continuing to increase grouting pressure to cause the second check valve to open, and enabling the slurry to enter the grouting device and the front grouting device, wherein the first elastic sleeve of the front grouting device is expanded to be closely attached to the side wall of the drill hole; s5, continuing to increase grouting pressure to enable a fourth check valve of the grouting device to be opened, and injecting slurry into the karst cave; and S5, taking out the grouting drill rod. According to the size and filling degree of the karst cave in the grouting process, the construction process method is adjusted, and the target horizon can be treated by a certain vector.
Description
Technical Field
The application relates to a grouting device and a hole sectional grouting method for a plurality of karst caves, and belongs to the field of karst grouting filling, tunnel rock-soil body reinforcement and foundation reinforcement.
Background
Karst is also called karst, and refers to the general term that soluble rock layers such as carbonate limestone, dolomite, sulfate gypsum and the like are chemically and physically affected by water to generate grooves, cracks and cavities, and erosion and accumulation of morphological features and geological effects such as cave-in and depression on the ground surface are generated due to caving of a cavity roof.
The geological conditions of karst areas are generally complex, the investigation difficulty is high, and the influence and hazard caused by the geological conditions are also generally large. In a karst-developing city, special geological conditions lead to strong development of solution gaps and karst caves, seepage liquefaction, groundwater corrosion and vacuum effect are extremely easy to cause karst ground collapse geological disasters. The method has the advantages of burst property, mass property and strong destructive property, and the karst collapse problem is a problem to be solved in urban construction, and particularly when underground engineering construction such as subways, underground pipe galleries and the like exists in urban construction, the influence of karst on the underground engineering construction and the existing construction around the underground engineering construction is not neglected.
When construction engineering is carried out in karst areas, how to reasonably and scientifically treat karst caverns and prevent underground and ground collapse is always the focus of research of expert students at home and abroad. The karst development area of China is widely distributed, and complex karst strata are frequently encountered in the projects of railways, highways, buildings, water conservancy projects and the like along with the increase of foundation construction of China in recent years, so that a series of problems are brought to engineering construction, and karst grouting is a new technology for solving the problems.
In general, karst grouting is performed by vertically drilling holes on the ground, and injecting slurry formed by inert materials into karst cracks, karst cave and soft plastic clay body pores under the action of certain pressure so as to fill the karst cave, control the whole settlement of the foundation and reduce deformation. The method is mainly aimed at the foundation treatment process in the early stage of construction, and when karst ground collapse occurs to the built construction, the method of vertical ground drilling cannot be solved due to limited construction space.
The prior karst cavity grouting treatment is mostly carried out by means of vertical exploration holes, the vertical drilling has better treatment effect on single building structures, and the construction cost is lower, for example, the karst cavity filling under pile foundations and independent foundations, but the ground drilling treatment effect is greatly reduced due to the discontinuity and the dispersibility of the karst cavity when the karst cavity grouting treatment is used for treating the foundation under the linear building structures such as subways, underground pipe galleries, railways and highways. Meanwhile, when the ground construction conditions are complex and the construction conditions of conventional drilling equipment (vertical hole drilling equipment) are not provided at a plurality of places, the construction feasibility of ground drilling grouting can be greatly reduced, and at present, no effective treatment means for completing the task of filling grouting treatment of karst cave encountered in linear construction projects such as subways, pipe galleries and the like at home exist.
Disclosure of Invention
The invention aims to provide a grouting device and a hole sectional grouting method for a plurality of karst caves, so as to overcome the defects in the prior art.
In order to achieve the above purpose, the present invention provides the following technical solutions:
the embodiment of the application discloses a grouting device, which comprises a front grouting stopper, a grouting stopper and a rear grouting stopper which are sequentially communicated,
wherein,
the front grout stop comprises:
the first core tube is provided with a slurry channel which is axially communicated;
the first elastic sleeve is sleeved on the outer side of the first core tube, a medium cavity is formed between the first elastic sleeve and the outer wall of the first core tube, and the maximum outer diameter of the first elastic sleeve is variable;
the plug is plugged at one end opening of the first core tube, a third check valve is arranged on the first core tube, the third check valve enables the medium cavity to be communicated with the slurry channel when the pressure in the slurry channel is larger than or equal to the set pressure,
the rear grout stop comprises:
the second core tube is provided with a slurry channel which is axially communicated;
the second elastic sleeve is sleeved on the outer side of the second core pipe, a medium cavity is formed between the second elastic sleeve and the outer wall of the second core pipe, the maximum outer diameter of the second elastic sleeve is variable, a first check valve is arranged on the second core pipe, the first check valve enables the medium cavity to be communicated with the slurry channel when the pressure in the slurry channel is greater than or equal to a first set pressure, a second check valve is arranged at the slurry outlet of the second core pipe, the second check valve opens the slurry outlet of the second core pipe when the pressure in the slurry channel is greater than or equal to a second set pressure, and the second set pressure is greater than the first set pressure.
Preferably, in the grouting device, the grouting device comprises a pipe body which is axially communicated, a plurality of grouting holes are formed in the pipe body, and a fourth check valve is correspondingly arranged on each grouting hole.
Preferably, in the grouting device, the grouting device and the front grouting device are rotationally connected in a threaded mode.
Preferably, in the grouting device, the grouting device and the rear grouting device are rotationally connected in a threaded mode.
Preferably, in the grouting device, an accelerator is arranged in the medium cavity of the front grouting device,
an accelerator is arranged in the medium cavity of the rear slurry stopper.
Preferably, in the grouting device, a quick connector with a threaded contact surface is arranged at the other end of the first core tube opposite to the plug, and the quick connector is sleeved outside the first core tube;
quick connectors with threaded surfaces are respectively arranged at two ends of the second core tube, and the quick connectors are sleeved outside the second core tube.
Correspondingly, the application also discloses a hole sectional grouting method for a plurality of karst caves, which comprises the following steps:
s1, drilling holes by a drilling machine, and communicating a plurality of karst caves through one-time drilling;
s2, installing any grouting device at the tail end of a grouting drill rod, and conveying the grouting device into a specified karst cave;
s3, introducing slurry into the grouting drill pipe, and lifting the grouting pressure to enable the first check valve to be opened, and enabling the second elastic sleeve of the rear grouting stopper to expand and cling to the side wall of the drilled hole;
s4, continuing to increase grouting pressure to cause the second check valve to open, and enabling the slurry to enter the grouting device and the front grouting device, wherein the first elastic sleeve of the front grouting device is expanded to be closely attached to the side wall of the drill hole;
s5, continuing to increase grouting pressure to enable a fourth check valve of the grouting device to be opened, and injecting slurry into the karst cave;
and S5, taking out the grouting drill rod.
Preferably, in the method for grouting holes for multiple karst cave according to the above method, the grouting drill pipes are rotatably connected,
and after grouting is finished, taking out the grouting drill rod by rotating the grouting drill rod, and leaving the grouting device in the drill hole entirely.
Preferably, in the method for grouting holes for multiple karst cave according to the above aspect, the drilling machine is a horizontal directional drilling machine.
Preferably, in the method for grouting the multiple karst cave in the hole section, the multiple karst cave are connected in series in the horizontal direction.
Compared with the prior art, the invention has the advantages that:
(1) The high-precision overlength horizontal directional grouting is adopted to provide a new karst cave grouting construction means for underground construction projects such as track traffic, pipe galleries and the like under the existing ground building (the existing building is not required to be dismantled, the existing building is not influenced, and the traffic is not influenced);
(2) And the track is measured and corrected in real time in the horizontal drilling process according to the designed track, so that the track error of the horizontal drilling is reduced to meet the high-precision exploration in subway and pipe gallery construction, and the problem of leakage detection caused by hole spacing of conventional vertical drilling is solved. Aiming at karst grouting, the problem of leakage grouting caused by the distance between conventional vertical drilling holes can be reduced to the greatest extent (full-line exploration grouting is carried out on underground linear engineering, the range of the point exploration grouting is larger than that of the vertical holes, and the treatment effect is better).
(3) Through high-precision horizontal track design and control in the construction process, drilling parameters such as drilling speed, slurry consumption, deflecting strength and the like are recorded, drilling treatment is carried out on the basis of exploring the positions of all karst soil holes in the passing range of the horizontal drill, and risks in underground engineering construction are reduced (adverse geological phenomena along all lines of linear underground engineering are ascertained, pretreatment is carried out at the same time, and risks in the construction process are reduced, which are not achieved by point drilling on the ground).
(4) Because the horizontal drilling hole is combined with the position of the karst cave, the slurry is easy to outflow before solidification and cannot be reinforced under the influence of gravity, and the grouting device and the construction method can effectively solve the problem of slurry leakage in the grouting process of the horizontal hole.
(5) And the horizontal drilling grouting is carried out, the construction site is fixed, the cost of transporting and transferring materials and equipment in the conventional construction mode is reduced, and the working efficiency is improved.
(6) And in the grouting process, according to the size and filling degree of the karst cave, the construction process method is adjusted, and the target horizon can be treated by the vector.
(7) And the karst cave around the horizontal grouting holes can be filled in a one-time hole forming and one-time grouting mode, so that the construction efficiency is improved.
(8) The grouting device consisting of the disposable front grouting stopper, the grouting device and the rear grouting stopper does not need to wait for solidification of slurry, so that the construction efficiency is improved, and meanwhile, the problem of poor filling rate of the karst cave caused by outflow of unset slurry in the karst cave at the upper part of the grouting hole is effectively solved.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings that are required to be used in the embodiments or the description of the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments described in the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a grouting device according to an embodiment of the present invention;
FIG. 2 is a schematic view of the front slurry stopper according to the embodiment of the present invention;
FIG. 3 is a schematic view of the rear end stop according to an embodiment of the present invention;
FIG. 4 is a side view of a grouting device according to an embodiment of the present invention;
FIG. 5 is a cross-sectional view of a grouting device according to an embodiment of the present invention;
FIG. 6 is a cross-sectional view of a horizontal directional grouting process according to a first embodiment of the present invention;
FIG. 7 shows the state of the grouting device before the grouting of the horizontal drill is started in the first application embodiment of the invention;
FIG. 8 shows the state of the grouting device after the grouting of the horizontal drill is started in the first application embodiment of the invention;
FIG. 9 is a cross-sectional view of a horizontal directional grouting process according to a second embodiment of the present invention;
FIG. 10 shows the state of the grouting device before the grouting of the horizontal drill is started in the second application embodiment of the invention;
fig. 11 shows a state of the grouting device after the start of the horizontal drilling grouting in the second application embodiment of the present invention.
Detailed Description
In order to solve the problem that the ground does not have the condition of conventional vertical drilling for karst cave grouting, the technical scheme adopted by the embodiment is a shallow horizontal directional drilling grouting construction technology. The method comprises construction floor space selection, horizontal drilling machine selection, drilling track design, drilling data recording, bad geologic body (karst cave) detection, karst cave grouting in a horizontal drilling area and other construction procedures.
Horizontal directional exploration techniques are based on horizontal directional drilling techniques and geophysical logging techniques. The horizontal directional drilling technology is a technology which adopts drilling equipment installed on the ground surface to drill into a stratum at a small earth-entering angle relative to the ground to form a pilot hole, then expands the pilot hole to a required size and lays a pipeline, and has the functions of tracking and guiding in construction.
The horizontal directional hole forming selects a proper horizontal directional drilling machine according to geological data, and the size of the back dragging force, the feeding stroke and the type of the drill rod are main indexes of the drilling machine selection.
After the model of the drilling machine is selected, a reasonable site is selected according to the indexes of occupied area, traffic condition, hydropower supply condition, slag discharging requirement and noise requirement.
According to the spatial position relation between the site and the karst cave grouting section, a drilling track is designed under the condition that the maximum deflecting capacity of the screw drill is not exceeded, and after the peripheral guide signal interference sources are investigated and analyzed, a drilling method and drilling parameters including a soil entering angle, a drilling speed, a slurry consumption and deflecting strength are determined by matching with preliminary analysis of geological data.
In the horizontal drilling process, the position of the karst cave can be judged according to parameters of the drilling process, such as drilling speed, drilling pressure and the like. Meanwhile, various logging instruments manufactured by using physical principles such as electricity, magnetism, sound, heat, nuclear and the like can be conveyed to the bottom of a well by logging cables, various parameters changing along with the depth are continuously recorded by a ground acquisition system along with the lifting of the cables, and the occurrence position of a karst cave on a horizontal drilling path is identified by representing the curve change of the parameters.
The following description of the embodiments of the present invention will be made apparent and fully in view of the accompanying drawings, in which some, but not all embodiments of the invention are shown. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
As described in connection with fig. 1, in one embodiment of the present application, a grouting device is provided, which includes a front grout stop 10, a grouting device 20 and a rear grout stop 30, which are sequentially communicated.
In the technical scheme, the front grout stopper and the rear grout stopper are respectively used for plugging drilling holes at two ends of a karst cave to be grouted, and the grouting device is used for grouting the karst cave to be grouted.
As shown in connection with fig. 2, the front slurry stopper 10 includes a first core tube 101, a first elastic sleeve 102, and a plug 103.
The first core tube 101 is provided with a slurry channel which is axially communicated, the first elastic sleeve 102 is sleeved on the outer side of the first core tube 101, a medium cavity is formed between the first elastic sleeve and the outer wall of the first core tube 101, and the maximum outer diameter of the first elastic sleeve 101 is variable.
The plug 103 is plugged at one end of the first core tube 101, and the other end of the first core tube 101 is connected with one end of the grouting device 20.
The first core pipe 101 is provided with a third check valve 104, the third check valve 104 enables the medium cavity to communicate with the slurry channel when the pressure in the slurry channel is greater than or equal to the set pressure,
in the technical scheme, the third check valve is in one-way conduction, the medium cavity is communicated with the slurry channel when the pressure in the slurry channel is greater than or equal to the set pressure, and the medium cavity is closed with the slurry channel when the pressure in the slurry channel is smaller than the set pressure.
In one embodiment, an accelerator is disposed within the media cavity of the front slurry stop 10.
In one embodiment, the first elastic sleeve 102 is a rubber capsule, and two ends of the rubber capsule are respectively bound to the first core tube 101.
In one embodiment, two ends of the first core tube 101 are respectively provided with a quick connector 105, and the quick connector 105 is sleeved outside the first core tube 101.
Further, the quick connector 105 has a threaded connection surface that is threadably coupled to the grouting device 20.
In the grouting process of the front grout stopper 10, grout enters the front grout stopper 10 through the quick connector 105, the third check valve 104 is opened immediately along with the rising of grouting pressure, the grout enters the rubber capsule 102, the rubber increases grouting of the capsule and clings to the wall of a drilling hole along with the rising of pressure, meanwhile, the grout is combined with an accelerator in the rubber capsule 102, and the rubber capsule becomes a solid body after quick solidification, so that the aim of preventing the grout from flowing out from a gap between the grout stopper and the wall of the drilling hole is fulfilled. The front part of the front grout stopper is provided with a choke plug, so that the front grout stopper cannot be used alone.
As shown in connection with fig. 3, the rear slurry stopper 30 comprises a second core tube 301 and a second resilient sleeve 302.
The second core tube 301 has a slurry channel axially communicated with each other, the second elastic sleeve 302 is sleeved on the outer side of the second core tube 301, a medium cavity is formed between the second elastic sleeve 302 and the outer wall of the second core tube 301, and the maximum outer diameter of the second elastic sleeve 302 is variable.
The second core pipe 301 is provided with a first check valve 303, and the first check valve 303 enables the medium cavity to communicate with the slurry channel when the pressure in the slurry channel is greater than or equal to a first set pressure.
A second check valve 304 is provided at the slurry outlet of the second core tube 301, and the second check valve 304 opens the slurry outlet of the second core tube at a second set pressure or more in the slurry passage, the second set pressure being greater than the first set pressure.
In the technical scheme, the first check valve is in one-way conduction, and enables the medium cavity to be communicated with the slurry channel when the pressure in the slurry channel is greater than or equal to a first set pressure, and enables the medium cavity to be closed with the slurry channel when the pressure in the slurry channel is smaller than the first set pressure; the second check valve is communicated in one way, and opens the slurry outlet of the core tube when the pressure in the slurry channel is greater than or equal to the second set pressure, and closes the slurry outlet of the core tube when the pressure in the slurry channel is less than the second set pressure.
In one embodiment, an accelerator is disposed within the media cavity of the rear slurry stop 30.
In one embodiment, the second elastic sleeve 302 is a rubber capsule, and two ends of the rubber capsule are respectively bound to the second core tube 301.
In one embodiment, two ends of the second core tube 301 are respectively provided with quick connectors 305 and 306, and the quick connectors 305 and 306 are sleeved outside the second core tube 301.
Further, the quick connectors 305, 306 have threaded connection faces.
In this technical scheme, the left quick connector 305 of the rear slurry stopper 30 is used to connect with the grouting device 20, the right quick connector 306 is connected with the drill pipe, in the grouting process, the slurry enters the rear slurry stopper through the right quick connector 306, along with the rising of the grouting pressure, the first check valve 303 is opened immediately, the slurry enters the rubber capsule 302, along with the rising of the pressure, the rubber increases the grouting of the capsule and clings to the wall of the hole, meanwhile, the slurry is combined with the accelerator in the rubber capsule 302, and the rubber capsule becomes a solid after quick solidification, so as to achieve the purpose of preventing the slurry from flowing out from the gap between the slurry stopper and the wall of the hole. The rear grout stop can be used alone.
As shown in fig. 4 and 5, the grouting device 20 includes a pipe body 201 which is axially communicated, a plurality of grouting holes 202 are formed in the pipe body 201, and a fourth check valve 203 is correspondingly arranged on each grouting hole 202.
Threaded connection surfaces 204 are also formed at both ends of the pipe body 201, respectively, and the threaded connection surfaces 204 are preferably formed on the inner surface of the pipe body 201.
The grouting device is a grouting device of the horizontal drilling grouting device, the left side threaded connection surface of the grouting device is connected with the front grouting device, the right side threaded connection surface of the grouting device is connected with the rear grouting device, when grout enters the grouting device from the rear grouting device and enters the front grouting device at the same time, the front grouting device and the rear grouting device are expanded and cling to the hole wall along with the gradual increase of pressure, when grouting pressure is continuously increased, the fourth check valve is opened, grout enters the karst cavity through the grouting hole, and grouting is started to be carried out on a karst cave penetrated by drilling. The grouting device needs to be combined with the front and rear grouting devices, and can not be used independently.
As shown in connection with fig. 6-8, in a first application embodiment, a section of an project below a building 401 generally includes a soil layer 402, a developing solution cavity formation 403, a non-solution cavity developing formation 404, and a plurality of solution cavities 405 formed within the developing solution cavity formation 403.
When the karst cave disclosed in the area is independent and the karst cave spacing distance is far; grouting can be performed on the partial area below the built structure by selecting the intra-hole sectional grouting.
First, a drill 406 is used to drill holes, and a plurality of karst holes 405 are connected in series through drill holes 407.
According to the size of the karst cave to be grouted, a grouting device 20 with proper length is selected during grouting, a front grouting device 10, a grouting device 20, a rear grouting device 30 and a drill rod 50 are sequentially connected, a grouting pump is connected with a grouting drill rod, grouting pressure is gradually increased to enable outer capsules of the front grouting device and the rear grouting device to expand and cling to the hole wall (combined with the illustration in fig. 8), grouting pressure is continuously increased to enable a check valve at the grouting hole of the grouting device to be opened, grouting is carried out into the karst cave, after grouting is completed, the drill rod is rotated, the grouting drill rod is taken out, and grouting is repeatedly carried out according to the position of the next karst cave.
In this embodiment, the most distal karst cave may be grouted first, and then the grouting devices (including front, grouting and rear grouting devices) may be replaced, with grouting operations being completed sequentially from far to near. After grouting is completed, the grouting device is permanently left in the karst cave to realize plugging.
Referring to fig. 9 to 11, when the hole has better connectivity and the hole has more holes, a full hole grouting method is selected.
First, a drill 606 is used to drill holes, and a plurality of karst holes 605 are connected in series through the drill 607.
The rear grouting device 30 and the drill rod 50 are sequentially connected, the rear grouting device 30 is placed into a planned grouting section, a grouting pump is connected with the grouting drill rod, grouting pressure is gradually increased to enable an outer capsule of the rear grouting device to expand and cling to a hole wall (see fig. 11), a check valve at a grouting hole of the grouting device is opened due to the fact that grouting pressure is continuously increased, grouting is carried out into a karst cave, after grouting is completed, the drill rod is rotated, and the grouting drill rod is taken out.
In the application embodiment, grouting can be directly carried out on the karst cave at the nearest end, and after grouting is finished, the grouting device is permanently left in the karst cave to realize plugging.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention.
Claims (6)
1. An in-hole segmented grouting method for a plurality of karst cave is characterized by comprising the following steps:
s1, drilling holes by a drilling machine, and communicating a plurality of karst caves through one-time drilling;
s2, providing a grouting device, wherein the grouting device comprises a front grouting device, a grouting device and a rear grouting device which are sequentially communicated,
the front grout stopper and the rear grout stopper are respectively used for plugging the drill holes at the two ends of the karst cave to be grouted, the grouting device is used for grouting the karst cave to be grouted,
wherein the front grout stop comprises: the first core tube is provided with a slurry channel which is axially communicated; the first elastic sleeve is sleeved on the outer side of the first core tube, a medium cavity is formed between the first elastic sleeve and the outer wall of the first core tube, and the maximum outer diameter of the first elastic sleeve is variable; the end cap, shutoff are provided with the third check valve in the one end opening of first core pipe on the first core pipe, and this third check valve makes medium cavity and thick liquid passageway intercommunication when thick liquid passageway internal pressure is greater than or equal to the settlement pressure, the back portion ends thick liquid ware and includes: the second core tube is provided with a slurry channel which is axially communicated; the second elastic sleeve is sleeved on the outer side of the second core pipe, a medium cavity is formed between the second elastic sleeve and the outer wall of the second core pipe, the maximum outer diameter of the second elastic sleeve is variable, a first check valve is arranged on the second core pipe, the first check valve enables the medium cavity to be communicated with the slurry channel under the condition that the pressure in the slurry channel is larger than or equal to a first set pressure, a second check valve is arranged at a slurry outlet of the second core pipe, the second check valve opens a slurry outlet of the second core pipe under the condition that the pressure in the slurry channel is larger than or equal to a second set pressure, the second set pressure is larger than the first set pressure, the grouting device comprises a pipe body which is axially communicated, a plurality of grouting holes are formed in the pipe body, each grouting hole is respectively correspondingly provided with a fourth check valve, when slurry enters the grouting device from the rear part, and simultaneously enters the front part grouting device, the front part grouting device and the rear grouting device are enabled to be expanded and cling to a hole wall along with the gradual increase of the pressure, when the grouting pressure is continuously increased, the fourth check valve is opened, the grouting device and the front part grouting device and the grouting device adopts a screw thread connection mode and the rear grouting device adopt a screw thread connection mode,
installing a grouting device at the tail end of a grouting drill rod, and conveying a grouting device into a specified karst cave;
s3, introducing slurry into the grouting drill pipe, and lifting the grouting pressure to enable the first check valve to be opened, and enabling the second elastic sleeve of the rear grouting stopper to expand and cling to the side wall of the drilled hole;
s4, continuing to increase grouting pressure to cause the second check valve to open, and enabling the slurry to enter the grouting device and the front grouting device, wherein the first elastic sleeve of the front grouting device is expanded to be closely attached to the side wall of the drill hole;
s5, continuing to increase grouting pressure to enable a fourth check valve of the grouting device to be opened, and injecting slurry into the karst cave;
and S6, taking out the grouting drill rod.
2. The method of grouting in sections in a hole for a plurality of karst cave according to claim 1, wherein the grouting device is rotatably connected with the grouting drill pipe,
and after grouting is finished, taking out the grouting drill rod by rotating the grouting drill rod, and leaving the grouting device in the drill hole entirely.
3. The method of in-hole staged grouting for multiple karst cave of claim 1, wherein the rig is a horizontal directional rig.
4. The method of in-hole staged grouting for multiple karst tunnels of claim 1, wherein the multiple karst tunnels are connected in series in a horizontal direction.
5. The method of in-hole staged grouting for multiple karst cave of claim 1, wherein an accelerator is disposed in a media cavity of the front grout stop and an accelerator is disposed in a media cavity of the rear grout stop.
6. The method of grouting in sections in holes for multiple karst cave according to claim 1, wherein a quick joint with a threaded contact surface is arranged at the other end of the first core tube opposite to the plug, and the quick joint is sleeved outside the first core tube;
quick connectors with threaded surfaces are respectively arranged at two ends of the second core tube, and the quick connectors are sleeved outside the second core tube.
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| CN201810608939.4A CN108755693B (en) | 2018-06-13 | 2018-06-13 | Grouting device and in-hole sectional grouting method for multiple karst caves |
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| CN201810608939.4A CN108755693B (en) | 2018-06-13 | 2018-06-13 | Grouting device and in-hole sectional grouting method for multiple karst caves |
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| CN110566215B (en) * | 2019-09-27 | 2020-12-01 | 中铁第四勘察设计院集团有限公司 | Shield tunnel instant-dissolving and quick-setting type synchronous grouting method |
| CN112392509A (en) * | 2020-11-12 | 2021-02-23 | 中铁十六局集团路桥工程有限公司 | Grouting method for karst caves with different filling types |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2466348Y (en) * | 2001-01-17 | 2001-12-19 | 铁道部隧道工程局科学研究所 | Small bore rigid external valve one-way type sublevel grouting device |
| CN1485505A (en) * | 2003-08-29 | 2004-03-31 | 北京市城市建设工程研究院 | Slip casting lattice pipe with double plug and construction process |
| JP2004270710A (en) * | 2003-03-05 | 2004-09-30 | Ashimori Ind Co Ltd | Check valve for filling slurry |
| CN103061785A (en) * | 2012-12-28 | 2013-04-24 | 山东大学 | Borehole casing pressure-proof seepage sealing grouting device and process for roadway breaking water burst surrounding rock |
| CN103526748A (en) * | 2013-09-30 | 2014-01-22 | 中铁二十局集团有限公司 | Technology for constructing deepwater bridge underwater pier large-diameter bored piles in bead-stringed type karst areas |
| CN207145003U (en) * | 2017-09-04 | 2018-03-27 | 徐州中国矿大岩土工程新技术发展有限公司 | Disposably and permanently stop grouting plug for goaf grouting filling |
| CN108060908A (en) * | 2017-11-14 | 2018-05-22 | 北京中煤矿山工程有限公司 | Water-rich sand layer long range horizontal orientation drilling grouting and reinforcing technology under groups of building |
| CN208346822U (en) * | 2018-06-13 | 2019-01-08 | 徐州中国矿大岩土工程新技术发展有限公司 | grouting device |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20140234031A1 (en) * | 2013-02-15 | 2014-08-21 | 9187-8850 Québec Inc. | Method, kit and system for injecting grout into a borehole, method of deploying a tube into a borehole for grout injection and leader for use in a grout injection system |
-
2018
- 2018-06-13 CN CN201810608939.4A patent/CN108755693B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2466348Y (en) * | 2001-01-17 | 2001-12-19 | 铁道部隧道工程局科学研究所 | Small bore rigid external valve one-way type sublevel grouting device |
| JP2004270710A (en) * | 2003-03-05 | 2004-09-30 | Ashimori Ind Co Ltd | Check valve for filling slurry |
| CN1485505A (en) * | 2003-08-29 | 2004-03-31 | 北京市城市建设工程研究院 | Slip casting lattice pipe with double plug and construction process |
| CN103061785A (en) * | 2012-12-28 | 2013-04-24 | 山东大学 | Borehole casing pressure-proof seepage sealing grouting device and process for roadway breaking water burst surrounding rock |
| CN103526748A (en) * | 2013-09-30 | 2014-01-22 | 中铁二十局集团有限公司 | Technology for constructing deepwater bridge underwater pier large-diameter bored piles in bead-stringed type karst areas |
| CN207145003U (en) * | 2017-09-04 | 2018-03-27 | 徐州中国矿大岩土工程新技术发展有限公司 | Disposably and permanently stop grouting plug for goaf grouting filling |
| CN108060908A (en) * | 2017-11-14 | 2018-05-22 | 北京中煤矿山工程有限公司 | Water-rich sand layer long range horizontal orientation drilling grouting and reinforcing technology under groups of building |
| CN208346822U (en) * | 2018-06-13 | 2019-01-08 | 徐州中国矿大岩土工程新技术发展有限公司 | grouting device |
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