CN111074899A - Grouting method for karst caves with different filling types - Google Patents
Grouting method for karst caves with different filling types Download PDFInfo
- Publication number
- CN111074899A CN111074899A CN201911091841.7A CN201911091841A CN111074899A CN 111074899 A CN111074899 A CN 111074899A CN 201911091841 A CN201911091841 A CN 201911091841A CN 111074899 A CN111074899 A CN 111074899A
- Authority
- CN
- China
- Prior art keywords
- grouting
- pipe
- sleeve
- core pipe
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- 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
Landscapes
- 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)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a grouting method for different filling types of karst caves, which adopts a grouting system to perform grouting, wherein the grouting system comprises a geological drilling machine for drilling, a steel sleeve for preventing the collapse of a hole wall, a feeding pipe, a feeding hopper, a grouting sleeve and a grouting core pipe. The grouting core pipe adopts a double-plug grouting core pipe. According to the invention, the closed space at the bottom of the grouting core pipe is connected with the free space through the air guide hole, so that the problem of overlarge resistance when the grouting core pipe is inserted and pulled due to overlarge hydraulic pressure or vacuum pressure generated in the closed space of the grouting core pipe is solved. The invention simply and effectively solves the vacuum effect between the grouting core pipe and the grouting sleeve, the hole opening position of the air guide hole is reasonably designed, and compared with other grouting systems with communicating pipes, the manufacturing process is simpler. The double-plug grouting core pipe can freely move in a grouting sleeve, and can limit the grout in any section range of a grouting area for grouting so as to achieve the purpose of sectional grouting.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a grouting method for different filling types of karst caves in a karst region.
Background
The karst area is a geological disaster area, and a large amount of karst cave areas exist underground; before construction of engineering piles and foundation pits constructed in such areas, soil-dissolving holes need to be treated. The main purpose is to ensure the construction safety of the foundation pit and the engineering pile and avoid the safety accidents of serious hole collapse, water leakage, large-area surrounding collapse and the like caused by the soil dissolving hole in the construction process. According to geological drilling data, different treatment methods are respectively adopted according to the concrete conditions of various types of soil dissolving holes, on one hand, the expected treatment effect can be ensured, on the other hand, the cost can be effectively controlled, and the investment of engineering construction funds is reduced. At present, sleeve valve pipe grouting technology is mostly adopted for treating karst caves, but due to the fact that a certain gap exists between a grouting pipe and a grouting hole and certain pressure exists in the grouting process, grout is prone to leap up to an upper soil covering layer from the gap, grout waste is caused, and adverse effects such as uplift of the peripheral ground, deformation of pipelines and the like can be caused by the grout flowing around. Because the space at the bottom of the grouting pipe is closed, the grouting core pipe is easy to move up and down difficultly in the plugging and unplugging process, so that the grouting core pipe is blocked or damaged by excessive force.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a grouting method for different filling types of karsts, and solves the problems that at present, multiple groups of equipment are needed for grouting for filling type karsts, and grouting construction grouters are difficult to move up and down.
In order to achieve the purpose, the technical scheme of the invention is as follows: a grouting method for different filling types of karst caves adopts a grouting system to perform grouting, and the grouting system comprises a geological drilling machine for drilling, a steel sleeve for preventing the cave wall from collapsing, a feeding pipe, a feeding hopper, a grouting sleeve and a grouting core pipe.
The grouting core pipe is nested in the grouting sleeve, and the grouting sleeve and the grouting core pipe form a sleeve valve pipe. The feeding pipe is arranged on the periphery of the grouting sleeve, and the feeding hopper is arranged at the upper part of the feeding pipe. The central shafts of the grouting core pipe, the grouting sleeve and the feeding pipe are coaxial.
An upper annular grout stopping plug and a lower annular grout stopping plug are arranged between the grouting core pipe and the grouting sleeve; an air guide hole is arranged between the inner wall and the outer wall of the grouting core pipe, the upper opening of the air guide hole is positioned on the side wall of the upper section of the grouting core pipe, and the lower opening of the air guide hole is positioned at the bottom of the grouting core pipe; and a plurality of grouting holes are formed in the side wall of the grouting core pipe between the upper annular grout stopping plug and the lower annular grout stopping plug. The bottom of the grouting sleeve is fixedly connected with the blank cap.
A closed space is formed among the inner side of the grouting sleeve, the lower side of the lower annular grout stopping plug, the outer side of the grouting core pipe and the blank cap; free spaces are formed on the inner side of the grouting sleeve, the upper side of the upper annular grout stopping plug and the outer side of the grouting core pipe; the air guide hole is communicated with the closed space and the free space; the upper annular grout stopping plug, the lower annular grout stopping plug, the inner side of the grouting sleeve and the outer side of the grouting core pipe form a grout containing cavity. The air guide hole is not communicated with the slurry containing cavity and the grouting hole.
The grouting sleeve consists of a solid pipe and a perforated pipe, wherein the solid pipe is used for a non-grouting stratum; the perforated pipe is used for the stratum needing grouting.
The outer surface of the upper grout-overflowing hole part of the perforated pipe is sleeved with a rubber sleeve with the anti-explosion pressure of 4.5MPa, and the rubber sleeve covers the grout-overflowing hole to play a role of a one-way valve.
The grouting method comprises the following steps:
A. drill hole of drilling machine
Drilling holes with an XY-150 geological drilling machine, wherein the diameter of each drilled hole is 91mm, and treating the karst cave; and if the hole wall collapses in the drilling process, drilling by adopting a mud circulation retaining wall or lowering the steel sleeve in the easily collapsed stratum, and pulling out the steel sleeve to seal the hole after the lowering is finished.
B. Lower sleeve valve tube
According to the hole body data obtained by detailed exploration, advanced drilling and hole body boundary exploration, a solid pipe is used at the position above a top plate of the karst cave, a perforated pipe is used in the karst cave range, the solid pipe and the perforated pipe are connected according to requirements, and the grouting core pipe is inserted into the grouting sleeve pipe. And filling clear water in the grouting core pipe to check the sealing performance. And a blank cap is added at the bottom of the grouting sleeve. In order to ensure smooth pipe descending, the sleeve valve pipe is filled with clear water, and buoyancy of slurry in the drill hole is offset by gravity. And (4) lowering the grouting core pipe to the designed elevation, wherein the upper end of the grouting core pipe is exposed to the ground by about 20 cm. And filling cement mortar in the range of 1-2 m close to the ground in the hole wall gap of the drilled hole after pipe discharging for reinforcement.
C. Grouting slurry preparation
Estimating the volume of the pre-configured slurry according to the area and the height of the karst cave, calculating the required cement and water consumption according to the water-cement ratio, adding the calculated water consumption into a stirrer, adding the calculated cement consumption while stirring, and pouring the mixture into a slurry storage tank for later use after the mixture is uniformly stirred. The common cement slurry comprises the following components in percentage by weight: the mass ratio of water to cement in the slurry is 0.8: 1-1: 1; the construction is determined according to field tests.
D. Grouting
Before grouting, performing a water injection test to check whether a grouting pipeline is normal or not, judge the slurry absorption capacity of a stratum and prevent pipe blockage; the grouting amount is measured according to the number of the slurry mixing barrels; and then grouting.
Preferably, the grouting core pipe adopts a double-plug grouting core pipe to realize single-liquid grouting and double-liquid grouting; the step C also comprises the preparation of double-liquid slurry, and the mixture ratio is as follows: the mass ratio of water to cement to water glass is (0.8-1) to 1 (0.08-0.20), the baume degree of the water glass is 38-43 Be', and the modulus is 2.4-3.0; and D, when grouting is carried out in the step D, firstly, if the grouting amount is particularly large, double-fluid grouting is adopted for the peripheral grouting holes (grouting holes at the karst cave boundary), and common cement slurry is injected into the inner side grouting holes (grouting holes within the karst cave boundary).
When double-liquid grouting is carried out, low-pressure grouting is adopted for slow grouting, and intermittent reciprocating grouting is adopted, so that the loss of grout is effectively controlled. And when single-liquid grouting is carried out, controlling the pressure of the final hole until the grouting pressure is stabilized for 10min after grouting is stopped.
Further, the method for processing the karst cave in the step A comprises the following steps:
for the karst cave found by drilling, arranging drill holes in a 2m multiplied by 2m quincunx in the traffic fluffing section to search the boundary of a cave body, searching the range to the boundary of the karst cave, spreading hole distribution exploration from the drill holes with the karst cave revealed to the periphery, and temporarily not processing the karst cave or adopting backfilling processing if the peripheral drill holes do not find the karst cave or the revealed karst cave does not accord with the processing principle when the boundary of the cave body is searched. The karst cave to be processed, which is exposed in the drilling process, needs to be recorded, a casing pipe is poured, and grouting is carried out after the karst cave area is detected.
For the karst cave found by drilling, the unfinished traffic untwining section is drilled according to a 2m multiplied by 2m quincunx arrangement to find the size of a cave body. If no karst cave is found in the peripheral drilling holes or the disclosed karst cave does not accord with the treatment principle, the treatment is temporarily stopped and backfill treatment is adopted. The karst cave which needs to be processed and is exposed in the drilling process needs to be recorded and grouted into a casing pipe, and grouting is carried out after the karst cave area is detected.
Further, the grouting method in the step D further comprises the following steps:
d1, when constructing, constructing a water-stopping and grout-stopping curtain on the periphery (karst cave boundary) to isolate the karst cave from the external cave body in the processing range, and then processing the middle area (in the karst cave boundary). If the grouting amount is large when the first grouting is performed on the peripheral holes, and the pressure does not meet the design requirement, the peripheral holes and the middle holes are alternatively grouted.
D2, when the loss of the slurry is found to be serious, the water glass setting accelerator is added to ensure the grouting effect.
D3, jumping construction of grouting holes in the central area to prevent the phenomena of grout running and grout stringing.
D4, filling the karst caves which are distributed in a plurality of layers in the longitudinal direction and need to be processed from deep to shallow in sequence.
Compared with the prior art, the invention has the following beneficial effects:
1. according to the invention, the closed space at the bottom of the grouting core pipe is connected with the free space through the air guide hole, so that the problem of overlarge resistance when the grouting core pipe is inserted and pulled due to overlarge hydraulic pressure or vacuum pressure generated in the closed space of the grouting core pipe is solved.
2. The invention simply and effectively solves the vacuum effect between the grouting core pipe and the grouting sleeve, the position of the opening of the air guide hole is reasonably designed, the opening is respectively arranged at the bottom of the pipe wall and the side part of the pipe wall, the length of the air guide channel is reduced to the maximum extent, and the possibility of channel blockage caused by the complex environment of the ground bottom is reduced. Compared with other grouting systems with communicating pipes, the manufacturing process is simpler.
3. The double-plug grouting core pipe can freely move in a grouting sleeve, and can limit the grout in any section range of a grouting area for grouting so as to achieve the purpose of sectional grouting.
4. The invention provides a universal method for grouting karst caves by applying sleeve valve pipes aiming at different filling type karst caves, and solves the problem of complicated grouting process of multiple groups of equipment.
5. According to the stratum characteristics, different grouting materials can be adopted in one grouting core pipe, and different grouting parameters are selected for grouting construction.
Drawings
Fig. 1 is a schematic diagram of the construction state of the filling type karst cave according to the patent of the invention.
Fig. 2 is a schematic diagram of the construction state of the unfilled karst cave according to the present invention.
Fig. 3 is a structural schematic diagram of a grouting system of the invention.
Fig. 4 is a schematic view of the bottom of the grouting core pipe of the invention.
Icon: 1-grouting core pipe, 2-feeding hopper, 3-feeding pipe, 4-drilling hole, 5-grouting sleeve, 6-air guide hole lower opening, 7-lower annular grout stop plug, 8-upper annular grout stop plug, 9-air guide hole upper opening, 10-grout overflow hole, 11-rubber sleeve, 12-grout containing cavity, 13-closed space, 14-grouting hole, 15-free space, 16-blank cap, 17-floral tube, 18-solid tube, 19-screw thread, 20-unfilled karst cave and 21-fully-filled karst cave.
Detailed Description
The invention is further described in detail below by way of example with reference to the accompanying drawings to facilitate understanding for those skilled in the art.
As shown in figures 1-4, a grouting method for different filling types of karst caves adopts a grouting system to perform grouting, and the grouting system comprises a geological drilling machine for drilling, a steel sleeve for preventing the cave wall from collapsing, a feeding pipe 3, a feeding hopper 2, a grouting sleeve 5 and a grouting core pipe 1.
The grouting core pipe 1 is nested in the grouting sleeve 5, and the grouting sleeve 5 and the grouting core pipe 1 form a sleeve valve pipe. The feeding pipe 3 is arranged on the periphery of the grouting sleeve 5, and the feeding hopper 2 is arranged on the upper portion of the feeding pipe 3. The central shafts of the grouting core pipe 1, the grouting sleeve 5 and the feeding pipe 3 are coaxial.
The grouting core pipe 1 adopts a double-plug grouting core pipe, and an upper annular grout stop plug 8 and a lower annular grout stop plug 7 are arranged between the grouting core pipe 1 and the grouting sleeve 5; an air guide hole is formed between the inner wall and the outer wall of the grouting core pipe 1, an upper opening 9 of the air guide hole is positioned on the side wall of the upper section of the grouting core pipe 1, and a lower opening 6 of the air guide hole is positioned at the bottom of the grouting core pipe 5; and a plurality of grouting holes 14 are formed in the side wall of the grouting core pipe 1 between the upper annular grout stopping plug 8 and the lower annular grout stopping plug 7. The bottom of the grouting sleeve 5 is fixedly connected with a blank cap 16.
A closed space 13 is formed among the inner side of the grouting sleeve 5, the lower side of the lower annular grout stop plug 7, the outer side of the grouting core pipe 1 and the blank cap 16; the inner side of the grouting sleeve 5, the upper side of the upper annular grout stop plug 8 and the outer side of the grouting core pipe 1 form a free space 15; the air guide hole is communicated with the closed space 13 and the free space 15; and the upper annular grout stop plug 8, the lower annular grout stop plug 7, the inner side of the grouting sleeve 5 and the outer side of the grouting core pipe 1 form a grout containing cavity 12. The air guide hole is not communicated with the slurry cavity 12 and the grouting hole 14.
The grouting sleeve 5 consists of a solid pipe 18 and a perforated pipe 17, and the solid pipe 18 is used for a non-grouting stratum; the perforated pipe 17 is used for the stratum to be grouted.
The rubber sleeve 11 with the anti-explosion pressure of 4.5MPa is sleeved outside the slurry overflow hole 10 of the perforated pipe 17, and the slurry overflow hole 10 is covered by the rubber sleeve 11 to play a role of a one-way valve.
The grouting method comprises the following steps:
A. drill hole of drilling machine
Drilling holes by using an XY-150 geological drilling machine, wherein the diameter of each drilled hole 4 is 91mm, and treating the karst cave; if the hole wall collapses in the drilling process, the mud is adopted to circularly protect the wall and drill the hole 4 or the steel sleeve is arranged under the stratum which is easy to collapse, and the steel sleeve is pulled out to seal the hole after the pipe is arranged.
B. Lower sleeve valve tube
According to the hole body data obtained by detailed exploration, advanced drilling and hole body boundary exploration, a solid pipe 18 is used at a position above a karst cave top plate, a flower pipe 17 is used in the karst cave range, the solid pipe 18 and the flower pipe 17 are connected according to requirements, and the grouting core pipe 1 is inserted into the grouting sleeve 5. Clean water is filled in the grouting core pipe 1 to check the sealing performance. A blank cap 16 is added at the bottom of the grouting sleeve 5. In order to ensure smooth pipe descending, the sleeve valve pipe is filled with clear water, and the buoyancy of slurry in the drill hole 4 is offset by gravity. And (4) lowering the grouting core pipe 1 to the designed elevation, wherein the upper end of the grouting core pipe is exposed to the ground by about 20 cm. And filling cement mortar into the gap between the hole walls of the drilled holes 4 within 1-2 m close to the ground for reinforcement after pipe lowering.
C. Grouting slurry preparation
Estimating the volume of the pre-configured slurry according to the area and the height of the karst cave, calculating the required cement and water consumption according to the water-cement ratio, adding the calculated water consumption into a stirrer, adding the calculated cement consumption while stirring, and pouring the mixture into a slurry storage tank for later use after the mixture is uniformly stirred. The common cement slurry comprises the following components in percentage by weight: the mass ratio of water to cement in the slurry is 0.8: 1-1: 1; the double-liquid slurry comprises the following components in percentage by weight: the mass ratio of water to cement to water glass is (0.8-1) to 1 (0.08-0.20), the baume degree of the water glass is 38-43 Be', and the modulus is 2.4-3.0; the construction is determined according to field tests.
D. Grouting
Before grouting, performing a water injection test to check whether a grouting pipeline is normal or not, judge the slurry absorption capacity of a stratum and prevent pipe blockage; the grouting amount is measured according to the number of the slurry mixing barrels.
Firstly, pouring common cement paste into the karst cave, namely single-liquid grouting; if the grouting amount is found to be particularly large, double-fluid-slurry grouting is adopted in the grouting holes of the peripheral holes (the grouting holes at the karst cave boundary), and common cement slurry is injected in the grouting holes of the inner side (the grouting holes inside the karst cave boundary).
When double-liquid grouting is carried out, low-pressure grouting is adopted for slow grouting, and intermittent reciprocating grouting is adopted, so that the loss of grout is effectively controlled. And when single-liquid grouting is carried out, controlling the pressure of the final hole until the grouting pressure is stabilized for 10min after grouting is stopped.
Further, the method for processing the karst cave in the step A comprises the following steps:
for the karst cave found by drilling, the drilled traffic relief section arranges the drill holes 4 according to a 2m multiplied by 2m quincunx to search the boundary of the cave body, the search range reaches the boundary of the karst cave, the drill holes 4 which have revealed the karst cave are scattered and distributed to the periphery for exploration, when the boundary of the cave body is searched, if the peripheral drill holes 4 do not find the karst cave or the revealed karst cave does not accord with the processing principle, the processing is not carried out temporarily, and the backfill processing is adopted. The karst cave to be treated, which is revealed during the drilling process, is recorded, and a casing 5 is poured into the cave, and grouting is carried out after the karst cave area is detected.
For the karst cave found by drilling, the unfinished traffic untwining section finds the size of the cave body according to the 2m × 2m quincunx arrangement of the drill holes 4. If no karst cave is found in the peripheral drilling holes or the disclosed karst cave does not accord with the treatment principle, the treatment is temporarily stopped and backfill treatment is adopted. The karst cave to be processed, which is exposed in the drilling process, needs to be recorded and a casing 5 is poured, and grouting is carried out after the karst cave area is detected.
Further, the grouting method in the step D further comprises the following steps:
d1, when constructing, constructing a water-stopping and grout-stopping curtain on the periphery (karst cave boundary) to isolate the karst cave from the external cave body in the processing range, and then processing the middle area (in the karst cave boundary). If the grouting amount is large when the first grouting is performed on the peripheral holes, and the pressure does not meet the design requirement, the peripheral holes and the middle holes are alternatively grouted.
D2, when the loss of the slurry is found to be serious, the water glass setting accelerator is added to ensure the grouting effect.
D3, the grouting holes 14 in the central area are constructed in a jumping mode to prevent the phenomena of grout running and grout stringing.
D4, filling the karst caves which are distributed in a plurality of layers in the longitudinal direction and need to be processed from deep to shallow in sequence.
The specific embodiment of the invention is as follows:
as shown in figure 1-2, firstly, an XY-150 geological drilling machine is adopted for drilling, the diameter of a drilled hole 4 is 91mm, if the hole wall collapses in the drilling process, mud is adopted for circularly protecting the wall and drilling the hole or a steel sleeve is arranged under a stratum which is easy to collapse, and the steel sleeve is pulled out for hole sealing after the pipe is arranged.
Aiming at the unfilled karst cave 20, a feeding pipe 3 is put into the hole after drilling, the depth reaches the top surface of the karst cave, and the hole is fixed on the ground by a clamp; and (5) installing a grouting sleeve 5 to the depth of the bottom surface of the karst cave. Installing a feeding hopper 2, blowing sand and stone to fill a karst cave, vibrating a grouting sleeve 5 to enable filler to smoothly enter during feeding, pulling out a feeding pipe 3, and injecting casing materials; injecting grout stopping slurry 2 meters below the ground; mounting a grouting core pipe 1, and mixing cement slurry; then, pressure grouting is carried out, so that the karst cave filling is compacted, penetrated and consolidated; pumping clear water, and cleaning the grouting core pipe 1; installing an orifice protection device; and (4) grouting quality inspection is carried out, and M7.5 mortar is injected for hole sealing after the quality inspection is qualified.
Aiming at a full-filling karst cave 21 and a half-filling karst cave, a grouting sleeve 5 is installed in a drill hole 4 after drilling, and the depth is 20-30 cm from the bottom of the karst cave. And injecting casing material, and injecting the stopping slurry 2 meters away from the ground. Mounting a grouting core pipe 1, and mixing cement slurry; and after the completion, performing pressure grouting to compact, penetrate and solidify the filler in the full-filling karst cave 21. Pumping clear water, and washing the grouting pipe core pipe 1; and (4) installing an orifice protection device, carrying out grouting quality inspection, and sealing holes after the grouting quality inspection is qualified.
The following should be noted for the control of the grouting pressure:
A. when the peripheral grouting holes (grouting holes at the boundary of the karst cave) adopt double-slurry grouting, small-pressure grouting and slow grouting are adopted at the initial stage, and intermittent reciprocating grouting is adopted to effectively control slurry loss.
B. The inner side grouting holes (grouting holes inside the karst cave boundary) mainly control the final holes by pressure, and the grouting pressure is stabilized for 10min after the grouting pressure is stopped. And if the grouting amount in the hole reaches the design value and the grouting pressure does not rise obviously, stopping grouting for a period of time, and grouting again after the grout is primarily solidified until the design final grouting pressure is met.
The operation method of grouting construction comprises the following steps:
b1, adopting a retreating type sectional grouting process in a grouting mode, namely grouting from bottom to top in a grouting zone from the bottom of a hole, wherein the length of a grouting section is 0.4m each time, lifting the grouting core pipe 1 after the first section of grouting section is injected, and performing grouting construction of a second grouting section.
And B2, when the core tube pulling length is larger than one section of tube length, stopping injecting, removing the section of core tube and the joint, connecting the joint to the core tube which is not pulled out, and continuing injecting the slurry, and thus, completing the slurry injection.
B3, when grouting is needed to be suspended in the grouting process, the cement pipe must be taken out and placed into the clear water barrel, the grouting core pipe 1 is lifted by 0.4m, and grouting is stopped after clear water is injected into the grouting core pipe 1, so that the pipeline is kept smooth, and grouting is guaranteed not to be influenced by water injection.
And B4, for double-liquid grouting, when grouting needs to be stopped or before grouting is finished each time, single-liquid grouting is used for 1min, after the grouting core pipe 1 is lifted out, a steel pipe is inserted into the bottom of the grouting pipe, the grouting pipe is flushed from bottom to top by clear water, the single-liquid grouting is directly stopped and flushed, and a blank cap 16 is covered on the bottom of the pipe.
B5, generally adopting a repeated grouting mode to ensure the grouting effect. And the time interval of the two times of grouting is 6-10 h, grouting is carried out for 3 times, grouting is stopped when the final hole pressure is met, and cement mortar is used for sealing the hole.
B6, making a grouting work recording table in the grouting process, and carefully recording the working condition and the grouting process operation time. And analyzing and improving grouting operation at any time in the grouting process, carefully recording actual hole positions, hole depths, underground objects in the holes, water burst and the like, and taking measures to correct when the actual hole positions do not accord with geological reports.
The specific operation method of the sleeve valve tube is as follows:
the grouting core pipe 1 is a PVC flower pipe with the length of 4m and the diameter of 48mm, and is made of calcium plastic polypropylene. The inner wall of the grouting sleeve 5 is smooth, and a screw is arranged at the joint.
The grouting sleeve 5 consists of a solid pipe 18 and a perforated pipe 17, and the solid pipe 18 is not provided with a grout overflow hole 10 and is used for non-grouting strata;
the perforated pipe 17 is connected with the solid pipe 18 through a screw thread 19, the head of the perforated pipe 17 is sealed, an air guide hole is arranged in the pipe wall at the head of the perforated pipe 17, and an upper opening of the air guide hole is arranged on the side surface of the pipe wall above the upper annular grout stop plug 8 along the perforated pipe 17.
Two annular grout stopping plugs are arranged on the side wall of the grouting core pipe 1, the two annular grout stopping plugs are arranged between the openings of the two air guide holes, and a plurality of grouting holes 14 are formed in the section between the two annular grout stopping plugs.
The diameter of the outer side of the annular grout stop plug is not less than the diameter of the inner surface of the grouting sleeve 5; the outer edge of the annular grout stop plug is tightly attached to the inner surface of the grouting sleeve 5 to form a closed fit in the using process. The space between the grouting core pipe 1 and the grouting sleeve 5 is divided into 3 parts by two annular grout stop plugs: a closed space 13 near the head of the perforated pipe 17, a slurry containing cavity 12 positioned at the two annular slurry stop plugs, and a free space 15 positioned above the upper annular slurry stop plug 8. The air guide hole connects the free space 15 with the closed space 13, so that the balance of the internal air pressure and the external air pressure is ensured, and the condition of overlarge pressure in the pressing process or vacuum in the lifting process is avoided.
The bottom of the grouting sleeve 5 is provided with a blank cap 16, and the blank cap 16 is connected with the grouting sleeve 5 through an adhesive or a screw thread 19 structure.
The grouting core pipe 1 adopts a double-plug grouting core pipe 1, and two annular rubber plugs are tightly attached to the perforated pipe 17 through grouting pressure, so that the effect of sectional grouting is achieved.
The final hole is a process, namely the grouting pressure is controlled to be 0.4-1.0 MPa, and the grouting speed is controlled to be 30-70L/min. And (3) enabling the sleeve valve pipe and the grouting core pipe 1 to go down to the bottom of the hole, filling the bottom with the grout within the range of 0.2-0.3 m, and pressing and injecting the grout from the bottom of the hole upwards. When the grouting pressure reaches 0.4-0.5 MPa, the grouting core pipe 1 can be lifted by 0.4m, grouting is gradually carried out to the top of the hole, and finally grouting pressure reaches 1.2MPa and is stabilized for 10 minutes, so that grouting can be stopped.
The present invention is not limited to the embodiment, and any equivalent idea or change within the technical scope of the present invention is to be regarded as the protection scope of the present invention.
Claims (4)
1. A grouting method for different filling types of karst caves adopts a grouting system to perform grouting, and is characterized in that: the grouting system comprises a geological drilling machine for drilling, a steel sleeve for preventing the collapse of a hole wall, a feeding pipe (3), a feeding hopper (2), a grouting sleeve (5) and a grouting core pipe (1);
the grouting core pipe (1) is nested in the grouting sleeve (5), and the grouting sleeve (5) and the grouting core pipe (1) form a sleeve valve pipe; the feeding pipe (3) is arranged on the periphery of the grouting sleeve (5), and the feeding hopper (2) is arranged at the upper part of the feeding pipe (3); the central shafts of the grouting core pipe (1), the grouting sleeve (5) and the feeding pipe (3) are coaxial;
an upper annular grout stop plug (8) and a lower annular grout stop plug (7) are arranged between the grouting core pipe (1) and the grouting sleeve (5); an air guide hole is formed between the inner wall and the outer wall of the grouting core pipe (1), an upper opening (9) of the air guide hole is positioned on the side wall of the upper section of the grouting core pipe (1), and a lower opening (6) of the air guide hole is positioned at the bottom of the grouting core pipe (1); a plurality of grouting holes (14) are formed in the side wall of the grouting core pipe (1) between the upper annular grout stopping plug (8) and the lower annular grout stopping plug (7); the bottom of the grouting sleeve (5) is fixedly connected with a blank cap (16);
a closed space (13) is formed among the inner side of the grouting sleeve (5), the lower side of the lower annular grout stop plug (7), the outer side of the grouting core pipe (1) and the blank cap (16); the inner side of the grouting sleeve (5), the upper side of the upper annular grout stop plug (8) and the outer side of the grouting core pipe (1) form a free space (15); the air guide hole is communicated with the closed space (13) and the free space (15); the upper annular grout stopping plug (8), the lower annular grout stopping plug (7), the inner side of the grouting sleeve (5) and the outer side of the grouting core pipe (1) form a grout containing cavity; the air guide hole is not communicated with the slurry containing cavity and the grouting hole;
the grouting sleeve (5) consists of a solid pipe (18) and a perforated pipe (17); a rubber sleeve (11) is sleeved outside the pulp overflow hole (10) of the perforated pipe (17);
the grouting method comprises the following steps:
A. drill hole of drilling machine
Drilling holes by using an XY-150 geological drilling machine, wherein the diameter of each drilled hole (4) is 91mm, and treating the karst cave; if the hole wall collapses in the drilling process, adopting slurry circulation wall protection drilling (4) or steel sleeve under the stratum which is easy to collapse, and pulling out the steel sleeve to seal the hole after the pipe is lowered;
B. lower sleeve valve tube
According to hole body data obtained by detailed exploration, advanced drilling and hole body boundary exploration, a solid pipe (18) is used at a position above a top plate of a karst cave, a perforated pipe (17) is used in the karst cave range, the solid pipe (18) and the perforated pipe (17) are connected according to requirements, and a grouting core pipe (1) is inserted into a grouting sleeve pipe (5); filling clear water into the grouting core pipe (1) to check the sealing performance; a blank cap (16) is added at the bottom of the grouting sleeve (5); in order to ensure smooth pipe descending, the sleeve valve pipe is filled with clear water, and the buoyancy of slurry in the drill hole (4) is offset by gravity; the grouting core pipe (1) is lowered to the designed elevation, and the upper end of the grouting core pipe is exposed to the ground by about 20 cm; after pipe discharging, cement mortar is filled in the range of 1-2 m close to the ground in the hole wall gap of the drill hole (4) for reinforcement;
C. grouting slurry preparation
Estimating the volume of the pre-configured slurry according to the area and the height of the karst cave, calculating the required cement and water consumption according to the water-cement ratio, adding the calculated water consumption into a stirrer, adding the calculated cement consumption while stirring, and pouring the mixture into a slurry storage tank for later use after the mixture is uniformly stirred; the common cement slurry comprises the following components in percentage by weight: the mass ratio of water to cement in the slurry is 0.8: 1-1: 1; determining according to a field test in construction;
D. grouting
Before grouting, performing a water injection test to check whether a grouting pipeline is normal or not, judge the slurry absorption capacity of a stratum and prevent pipe blockage; the grouting amount is measured according to the number of the slurry mixing barrels; and then grouting.
2. A grouting method for different filling types of caverns according to claim 1, characterized in that: the grouting core pipe (1) adopts a double-plug grouting core pipe; the step C also comprises the preparation of double-liquid slurry, wherein the proportion of the double-liquid slurry is that the mass ratio of water to cement to water glass is (0.8-1): 1, (0.08-0.20), the baume degree of the water glass is 38-43 Be', and the modulus is 2.4-3.0; d, when grouting, firstly pouring common cement paste into the karst cave, if the grouting amount is particularly large, adopting double-liquid-paste grouting in the peripheral grouting holes, and pouring common cement paste into the inner side grouting holes; when double-liquid grouting is carried out, low-pressure grouting and slow-speed grouting are adopted, and intermittent reciprocating grouting is adopted; and when single-liquid grouting is carried out, controlling the pressure of the final hole until the grouting pressure is stabilized for 10min after grouting is stopped.
3. A grouting method for different filling types of caverns according to claim 1, characterized in that: the karst cave processing method in the step A comprises the following steps:
for the karst cave found by drilling, the traffic fluffing section is arranged with drill holes (4) according to a quincunx of 2m multiplied by 2m to search the boundary of a cave body, the range is searched to the boundary of the karst cave, the drill holes (4) which have revealed the karst cave are diffused and distributed to the periphery for exploration, when the boundary of the cave body is searched, if the peripheral drill holes (4) do not discover the karst cave or the revealed karst cave does not accord with the processing principle, the peripheral drill holes are not processed temporarily, and backfill processing is adopted; recording the karst cave to be processed exposed in the drilling process, pouring a grouting sleeve (5), and grouting after the karst cave area is proved;
for the karst cave found by drilling, the size of a cave body is searched for by arranging drill holes (4) in a quincunx of 2m multiplied by 2m at the section of incomplete traffic relief; if no karst cave is found in the peripheral drilling holes or the disclosed karst cave does not accord with the processing principle, the processing is not carried out temporarily, and backfill processing is adopted; the karst cave to be processed, which is exposed in the drilling process, needs to be recorded and a casing pipe (5) is poured, and grouting is carried out after the karst cave area is detected.
4. A grouting method for different filling types of caverns according to claim 1, characterized in that: d, the grouting method further comprises the following steps:
d1, when constructing, constructing a peripheral water-stop and grout-stop curtain to isolate the karst cave from the external cave body in the processing range, and then processing the middle area; if the grouting amount is large when the first grouting is performed on the peripheral holes and the pressure does not meet the design requirement, alternately grouting the peripheral holes and the middle holes;
d2, adding a water glass setting accelerator when the loss of the slurry is serious to ensure the grouting effect;
d3, jumping construction of a grouting hole (14) in the central area to prevent the phenomena of grout running and grout stringing;
d4, filling the karst caves which are distributed in a plurality of layers in the longitudinal direction and need to be processed from deep to shallow in sequence.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911091841.7A CN111074899A (en) | 2019-11-11 | 2019-11-11 | Grouting method for karst caves with different filling types |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911091841.7A CN111074899A (en) | 2019-11-11 | 2019-11-11 | Grouting method for karst caves with different filling types |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111074899A true CN111074899A (en) | 2020-04-28 |
Family
ID=70310787
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911091841.7A Pending CN111074899A (en) | 2019-11-11 | 2019-11-11 | Grouting method for karst caves with different filling types |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111074899A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111877307A (en) * | 2020-06-16 | 2020-11-03 | 中交第三公路工程局有限公司 | Construction method of karst area foundation |
| CN112323823A (en) * | 2020-07-21 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Filling device and method for waste air-raid shelter of pile foundation construction site |
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
| CN113914872A (en) * | 2021-09-01 | 2022-01-11 | 武汉市政工程设计研究院有限责任公司 | Long-distance drainage deep tunnel shield method for penetrating complex stratum |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
| CN115419047A (en) * | 2022-09-13 | 2022-12-02 | 中铁二十局集团南方工程有限公司 | Karst cave grouting process |
| CN115614046A (en) * | 2022-12-20 | 2023-01-17 | 中铁电气化局集团有限公司 | Advanced grouting process for shield construction |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102155241A (en) * | 2011-05-10 | 2011-08-17 | 广州市城市规划勘测设计研究院 | Karst grouting reinforcement water-stop constructing method |
| CN203383219U (en) * | 2013-07-17 | 2014-01-08 | 中科院广州化灌工程有限公司 | Slip casting head structure for sleeve valve pipe |
| CN205152955U (en) * | 2015-11-18 | 2016-04-13 | 长安大学 | Multiple wing steel sleeve valve pipe reinforcing apparatus |
| CN106703010A (en) * | 2015-11-12 | 2017-05-24 | 华南理工大学 | Jacket-material-bed-free sleeve valve pipe grouting quick construction method |
| CN206829142U (en) * | 2017-06-01 | 2018-01-02 | 新疆北新路桥集团股份有限公司 | A kind of slurry casting machine and sleeve valve barrel grouting system |
| CN108999181A (en) * | 2018-08-15 | 2018-12-14 | 广州地铁设计研究院有限公司 | Molten, soil cave injecting treatment construction method and its application |
| CN209277160U (en) * | 2018-09-10 | 2019-08-20 | 河南理工大学 | A kind of inflatable stop grouting plug for sleeve valve barrel grouting |
-
2019
- 2019-11-11 CN CN201911091841.7A patent/CN111074899A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102155241A (en) * | 2011-05-10 | 2011-08-17 | 广州市城市规划勘测设计研究院 | Karst grouting reinforcement water-stop constructing method |
| CN203383219U (en) * | 2013-07-17 | 2014-01-08 | 中科院广州化灌工程有限公司 | Slip casting head structure for sleeve valve pipe |
| CN106703010A (en) * | 2015-11-12 | 2017-05-24 | 华南理工大学 | Jacket-material-bed-free sleeve valve pipe grouting quick construction method |
| CN205152955U (en) * | 2015-11-18 | 2016-04-13 | 长安大学 | Multiple wing steel sleeve valve pipe reinforcing apparatus |
| CN206829142U (en) * | 2017-06-01 | 2018-01-02 | 新疆北新路桥集团股份有限公司 | A kind of slurry casting machine and sleeve valve barrel grouting system |
| CN108999181A (en) * | 2018-08-15 | 2018-12-14 | 广州地铁设计研究院有限公司 | Molten, soil cave injecting treatment construction method and its application |
| CN209277160U (en) * | 2018-09-10 | 2019-08-20 | 河南理工大学 | A kind of inflatable stop grouting plug for sleeve valve barrel grouting |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111877307A (en) * | 2020-06-16 | 2020-11-03 | 中交第三公路工程局有限公司 | Construction method of karst area foundation |
| CN111877307B (en) * | 2020-06-16 | 2021-09-14 | 中交第三公路工程局有限公司 | Construction method of karst area foundation |
| CN112323823A (en) * | 2020-07-21 | 2021-02-05 | 中冶集团武汉勘察研究院有限公司 | Filling device and method for waste air-raid shelter of pile foundation construction site |
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
| CN113914872A (en) * | 2021-09-01 | 2022-01-11 | 武汉市政工程设计研究院有限责任公司 | Long-distance drainage deep tunnel shield method for penetrating complex stratum |
| CN115404845A (en) * | 2022-08-08 | 2022-11-29 | 中国建筑第七工程局有限公司 | Construction method for treating soil-dissolving hole |
| CN115404845B (en) * | 2022-08-08 | 2024-01-30 | 中国建筑第七工程局有限公司 | Soil dissolving hole treatment construction method |
| CN115419047A (en) * | 2022-09-13 | 2022-12-02 | 中铁二十局集团南方工程有限公司 | Karst cave grouting process |
| CN115614046A (en) * | 2022-12-20 | 2023-01-17 | 中铁电气化局集团有限公司 | Advanced grouting process for shield construction |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111074899A (en) | Grouting method for karst caves with different filling types | |
| CN107642360B (en) | Full-section advanced pre-grouting construction method | |
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN106640120B (en) | Layered grouting construction method for fixed-point deep holes on earth surface | |
| CN107747312B (en) | Method for drilling and grouting construction of gravel stratum | |
| CN102286981A (en) | Waterproof curtain and construction method thereof | |
| CN202323973U (en) | Grouting sleeve valve tube structure for seepage insulation, closure and interception for building foundation | |
| CN102605796A (en) | Leaking stoppage method for foundation pit | |
| CN211973505U (en) | A slip casting system for different filling type karsts | |
| CN107587502B (en) | Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile | |
| CN103883291B (en) | Throw gravel in Hydrology well casing and become well equipment and construction method | |
| CN113266417A (en) | Construction method of karst cave pile foundation | |
| CN111424695B (en) | Seepage-proofing and leakage-stopping method for deep-buried karst pipeline | |
| CN105544547B (en) | A kind of cover type segmentation strengthening fill and soft soil layer device and method | |
| CN107268603A (en) | The karst cave treatment structure and processing method of a kind of diaphram wall | |
| CN115263233B (en) | Hole sealing method after drilling exploration | |
| CN214832589U (en) | Combined pile structure for treating insufficient bearing capacity of deep foundation pit construction pile | |
| CN111335368B (en) | Method for installing inclinometer pipe | |
| CN111549782B (en) | Equipment for enlarging grouting reinforcement range | |
| CN210195708U (en) | Hole sealing structure for drilling hole with bead string type karst cave | |
| CN202530468U (en) | Leaking stoppage device of foundation pit | |
| CN207362833U (en) | A kind of karst cave treatment structure of diaphram wall | |
| CN107013231B (en) | Construction method for controlling grouting reinforcement range in large-porosity giant rock pile loose body | |
| CN115404845B (en) | Soil dissolving hole treatment construction method | |
| CN110984244A (en) | Method for eliminating pile foundation soil squeezing effect through flexible energy absorption belt |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200428 |
|
| RJ01 | Rejection of invention patent application after publication |