Dynamic compaction grouting equipment in loose rock-soil body
Through the grouting pipe and slurry-resilence expansion capsule group in dynamic extrusion grouting equipment, the problems of complex grouting equipment process and poor grouting quality in loose rock and soil bodies are solved, and efficient and economical grouting effect is achieved, and it is suitable for sand and pebble formation treatment in water conservancy and hydropower projects.
Patent Information
- Application Number
- CN202422250347.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-09-13
- Publication Date
- 2025-08-22
- Estimated Expiration
- 2034-09-13
AI Technical Summary
The prior art grouting equipment in loose rock and soil has problems such as complex process, high cost and difficult to guarantee grouting quality, especially in water conservancy and hydropower projects, the anti-seepage grouting treatment of sand and pebble formations is not effective.
Dynamic extrusion grouting equipment is adopted, including grouting pipes and slurry-relieving expansion capsule groups. By unfolding the capsule bags in the drill holes, a clogging effect is formed to ensure that the slurry flows only to the soil and avoid flowing along the drill holes.
It has achieved efficient and economical grouting effect in loose rock and soil, shortened construction period, improved grouting quality and economical engineering application.
Smart Images
Figure CN223255984U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of foundation treatment, in particular to a dynamic compaction grouting device in a loose rock and soil body. Background Art
[0002] With the rapid development of my country's economy and the accelerated pace of modernization, urban construction land is becoming increasingly tight. In the early stage of construction land, the methods of "cutting mountains, filling ditches, and creating land" were basically adopted. The predecessors of some construction land were even slag dumps. The original mountains were broken due to mountain excavation and filling, the filling thickness in the trough area was large, the filling was disorderly, the filling composition was complex, the pores were large and uneven, and the conventional foundation treatment effect was poor. During the construction project, it is inevitable to spend a lot of time and money to reinforce it to ensure the safety of the project.
[0003] At present, when water conservancy and hydropower projects are used to treat sand and gravel strata for anti-seepage grouting, the quality of pressure grouting is difficult to guarantee, and the conventional grouting process is complex and economical. Grouting treatment technologies for loose rock and soil layers such as fill, sand and gravel soil, broken stone, and broken rock include: sleeve valve pipe method, high-pressure rotary jet method, etc. Existing treatment technologies have many defects:
[0004] 1. Sleeve valve pipe grouting method
[0005] The grouting tool used in the sleeve valve tube grouting method is the "sleeve valve tube", which is a steel pipe with an inner diameter of 50-60mm. The grouting section is a flower tube with grouting holes. The grouting holes are arranged in a plum blossom shape. The outside of the hole is wrapped with a 5-8cm long rubber sleeve valve. The slurry can only flow from the inside of the pipe to the outside of the pipe. Figure 1 As shown, the grouting core tube is located inside the sleeve valve tube and consists of a grouting flower tube and two upper and lower stop plugs. The grouting core tube moves up and down inside the sleeve valve tube. The space between the sleeve valve tube and the hole wall is filled and consolidated with a shell material (low-strength clay cement slurry). Its basic function is to seal the space between the one-way sealing valve tube and the borehole wall. With the cooperation of the rubber sleeve and the upper and lower stop plugs sealing the core tube, the slurry is forced to enter the soil only within one grouting section, preventing the slurry from flowing along the gap between the borehole and the sleeve valve tube. The grouting process is to first drill the hole, install the sleeve valve tube, grout the shell material, and then install the grouting core tube after the shell material solidifies. During grouting, the stop plug expands and the slurry cannot flow up and down along the sleeve valve tube. As the slurry pressure increases, it first squeezes out the rubber sleeve valve and then breaks through the shell material layer to enter the soil.
[0006] The sleeve valve tube grouting method can fix the depth, quantity, sequence, segmentation, intermittent and repeat the grouting, and has strong adaptability, which can achieve better grouting effect. However, the shell material must be poured first, and the shell material must be allowed to solidify for 3-7 days. The construction period is long, the process is complex, the cost is high, and its engineering application is greatly limited.
[0007] A dynamic compaction grouting equipment in loose rock and soil
[0008] 2. Conventional grouting pipe
[0009] Conventional grouting pipes are divided into upper and lower stop plugs and grouting flower pipes, such as Figure 2 As shown in the figure, the upper and lower grouting plugs are ordinary rubber plugs with limited expansion. They are mostly used in holes with regular and closed wall dimensions, where the borehole diameter is close to the grouting plug size. After the grouting plugs expand, they come into close contact with the hole wall, effectively maintaining the grouting pressure and promoting the grouting liquid to enter the pores of the grouting section.
[0010] The borehole walls in loose rock and soil layers are often irregular and have low wall strength, making it difficult for general grouting plugs to make close contact with the hole walls. At the same time, due to the large number of pores in the loose rock and soil layers, the rock and soil around the boreholes are difficult to effectively withstand the grouting pressure. The slurry will bypass the grouting plugs and enter the boreholes above and below the grouting section. The grouting pressure cannot be guaranteed and the grouting quality is difficult to ensure.
[0011] 3. High-pressure rotary spraying method
[0012] High-pressure rotary jetting is primarily used for grouting soft soils. After drilling to the desired depth, a high-pressure pulse is applied, spraying slurry from a nozzle mounted at the bottom of the drill pipe. Simultaneously, the drill pipe rotates and lifts upward. The high-pressure jet disrupts the soil structure, mixing with the slurry, cementing and hardening it to form a reinforced body. The pressure of the high-pressure slurry jet disappears after impact, making it difficult to squeeze into the pores within the loose rock and soil. The slurry used in high-pressure rotary jetting is generally highly fluid, making it difficult to effectively control seepage within the loose rock and soil, resulting in significant slurry waste and poor grouting results.
[0013] Therefore, developing a grouting equipment is of great significance for grouting in loose rock and soil. Utility Model Content
[0014] The purpose of the utility model is to provide a dynamic compaction grouting device in loose rock and soil to solve the problems existing in the prior art.
[0015] The technical solution adopted to achieve the purpose of the utility model is as follows: a dynamic compaction grouting device in a loose rock and soil body, including a grouting pipe, a grouting stop expansion bag group and a filling pipe.
[0016] The grouting pipe is a hollow tube structure with an open upper end and a closed lower end. The pipe body of the grouting pipe is labeled, from top to bottom, as the upper section, the grouting section, and the lower section. The grouting section is provided with grouting holes. A grouting stop expansion bladder assembly is sleeved on the outer wall of the upper section of the grouting pipe.
[0017] The grouting stop expansion bladder group includes a plurality of bladder bags. The plurality of bladder bags are sleeved on the body of the grouting pipe at intervals along the axial direction of the grouting pipe. Each bladder bag is provided with a corresponding filling tube. The filling tube is in communication with the inner cavity of the bladder bag. The bladder bag is suitable for adopting an expanded form and a contracted form. In a non-operating state, the bladder bag is in a contracted form. In an operating state, an expansion medium is transported to the bladder bag through the filling tube to expand the bladder bag. The bladder bag is pressurized and expanded, and after expansion, it is tightly attached to the wall of the drill hole.
[0018] A dynamic compaction grouting device in loose rock and soil
[0019] Furthermore, a grouting-stopping expansion bag group is also sleeved on the outer wall of the lower section of the grouting pipe.
[0020] Furthermore, the upper and lower ends of the bag have openings communicating with the outside. The grouting pipe extends into the bag through one opening and extends out of the other opening. The upper and lower openings of the bag are sealedly connected to the wall of the grouting pipe.
[0021] Furthermore, the bladder is a tubular bladder. When the tubular bladder is expanded, it is sleeved on the body of the grouting pipe. The inner diameter of the bladder matches the outer diameter of the grouting pipe.
[0022] Furthermore, the grouting pipe is made of steel pipe or high-strength plastic pipe.
[0023] Furthermore, the material of the bag is selected from rubber, polyethylene, polypropylene, polystyrene or polyurethane, and the expansion medium is selected from gas or liquid.
[0024] Furthermore, the grouting holes are arranged in a plum blossom shape.
[0025] Furthermore, the grouting pipe is provided with multiple rows of grouting hole groups along the axial direction, wherein each row of grouting hole groups includes multiple grouting holes spaced apart along the circumferential direction.
[0026] The utility model also provides a loose formation grouting method according to the above-mentioned dynamic compaction grouting equipment, comprising the following steps:
[0027] 1) Drill holes are arranged at the pre-grouting locations, wherein the holes are drilled to below the grouting depth.
[0028] 2) The grouting equipment as described above is hoisted into the predetermined position of the drill hole. The grouting section is set at the corresponding grouting depth position.
[0029] 3) The expansion medium is delivered to the bladder through the filling tube. The bladder is pressurized and expanded, and after being unfolded, it is closely attached to the wall of the drilled hole.
[0030] 4) Pressure grouting is performed into the borehole through the grouting pipe. The grout flows into the soil.
[0031] 5) After completing the grouting section in accordance with 4), stop grouting and release the grouting pressure. Evacuate the expansion medium from the bladder through the filling tube. The bladder will contract toward the tube wall and separate from the hole wall. Adjust the grouting tube to the next grouting section in the hole.
[0032] 6) Repeat steps 1) to 5) until all grouting work of the borehole is completed.
[0033] 7) When grouting continuously from bottom to top, after the first section of grouting is completed and the second section of the coiled tubing is added, the lower end is already densely grouted and can be plugged. In this case, only the upper section of the grouting stop expansion bladder group can be plugged. Similarly, when grouting continuously from top to bottom, after the first section of grouting is completed and the second section of the coiled tubing is added, the upper end is already densely grouted and can be plugged. In this case, only the lower section of the grouting stop expansion bladder group can be plugged.
[0034] The utility model also provides a loose formation grouting method according to the above-mentioned dynamic compaction grouting equipment, comprising the following steps:
[0035] A dynamic compaction grouting device in loose rock and soil
[0036] 1) Drill holes are arranged at the pre-grouting locations, wherein the holes are drilled to below the grouting depth.
[0037] 2) The grouting equipment as described above is hoisted into the predetermined position of the drill hole. The grouting section is set at the corresponding grouting depth position.
[0038] 3) The expansion medium is delivered to the bladder through the filling tube. The bladder is pressurized and expanded, and after being unfolded, it is closely attached to the wall of the drilled hole.
[0039] 4) Pressure grouting is performed into the borehole through the grouting pipe. The grout flows into the soil.
[0040] The technical effect of this utility model is undeniable: the grouting expansion bag group is in close contact with the borehole wall, forming an effective plugging effect. Since the grout in the borehole cannot flow up and down the borehole, under the action of pressure, it can only flow into the soil, thereby effectively filling and grouting the soil. BRIEF DESCRIPTION OF THE DRAWINGS
[0041] Figure 1 This is a schematic diagram of the sleeve valve pipe grouting method;
[0042] Figure 2 This is a schematic diagram of a conventional grouting pipe;
[0043] Figure 3 Schematic diagram of dynamic compaction grouting equipment in loose rock and soil;
[0044] Figure 4 It is the AA section view;
[0045] Figure 5 Schematic diagram of the capsule fit;
[0046] Figure 6 This is the BB cross-sectional view.
[0047] In the figure: grouting pipe 1, grouting hole 101, grouting stop expansion bag group 2, bag 201, bag wall 2011, bag core 2012, filling pipe 3. DETAILED DESCRIPTION
[0048] The present invention will be further described below with reference to the following embodiments. However, it should not be understood that the scope of the present invention is limited to the following embodiments. Without departing from the above technical concept of the present invention, various substitutions and modifications based on common technical knowledge and customary means in the field should be included in the scope of protection of the present invention.
[0049] Example 1:
[0050] This embodiment provides a dynamic compaction grouting device in loose rock and soil, including a grouting pipe 1, a grouting stop expansion bag group 2 and a filling pipe 3.
[0051] The grouting pipe 1 is a hollow tube structure with an open upper end and a closed lower end. The pipe body of the grouting pipe 1 is marked as the upper section, grouting section, and lower section from top to bottom. The grouting section is provided with grouting holes 101. The outer wall of the upper section of the grouting pipe 1 is provided with a grouting stop expansion bladder assembly 2.
[0052] A dynamic compaction grouting device in loose rock and soil
[0053] See also Figure 5 and Figure 6 The grouting stop expansion bag group 2 includes a plurality of bags 201. The plurality of bags 201 are sleeved on the body of the grouting pipe 1 at intervals along the axial direction of the grouting pipe. Each bag 201 is correspondingly provided with a filling tube 3. The filling tube 3 is in communication with the inner cavity of the bag 201. The filling tube 3 is a high-pressure pipe with a small diameter. The bag 201 is suitable for taking an expanded form and a contracted form. In a non-working state, the bag 201 is in a contracted form. In a working state, an expansion medium is transported to the bag 201 through the filling tube 3 to expand the bag 201. The bag 201 is pressurized and expanded, and after expansion, it is tightly attached to the wall of the borehole.
[0054] Example 2:
[0055] The main contents of this embodiment are the same as those of embodiment 1, wherein, see Figure 3 and Figure 4 The outer wall of the lower section of the grouting pipe 1 is also provided with a grouting-stopping expansion bag group 2.
[0056] Example 3:
[0057] This embodiment is primarily similar to Embodiments 1 or 2, except that the bag 201 has openings at both its upper and lower ends, communicating with the outside world. The grouting pipe 1 extends through one opening at the bag 201 and extends through the other opening. The upper and lower openings of the bag 201 are sealed to the wall of the grouting pipe 1, leaving the bag 201 free and unattached.
[0058] Example 4:
[0059] The bladder bag 201 is a tubular bladder bag. When the tubular bladder bag is expanded, it is sleeved on the body of the grouting pipe 1. The inner diameter of the bladder bag 201 matches the outer diameter of the grouting pipe 1.
[0060] Example 5:
[0061] The main contents of this embodiment are the same as those of embodiment 1 or 2, wherein the grouting pipe 1 is made of a steel pipe or a high-strength plastic pipe.
[0062] Example 6:
[0063] The main contents of this embodiment are the same as any one of Embodiments 1 to 5, wherein the material of the bag 201 is selected from rubber, polyethylene, polypropylene, polystyrene, or polyurethane. The expansion medium is selected from gas or liquid. In actual production, the expansion medium can be water or air.
[0064] Example 7:
[0065] The main content of this embodiment is the same as any one of Embodiments 1 to 6, wherein the grouting holes 101 are arranged in a plum blossom shape.
[0066] Example 8:
[0067] The main content of this embodiment is the same as any one of embodiments 1 to 6, wherein the grouting pipe 1 is provided with multiple rows of grouting hole groups along the axial direction. Each row of grouting hole groups includes multiple grouting holes along the circumferential direction.
[0068] Grouting holes 101 are arranged at intervals.
[0069] Example 9:
[0070] This embodiment provides a loose formation grouting method using the dynamic compaction grouting equipment according to embodiment 1, comprising the following steps:
[0071] 1) Drill holes are arranged at the pre-grouting locations, wherein the holes are drilled to below the grouting depth.
[0072] 2) The grouting equipment as described above is hoisted into the predetermined position of the drill hole. The grouting section is set at the corresponding grouting depth position.
[0073] 3) The expansion medium is delivered to the bladder 201 through the filling tube 3. The bladder 201 is pressurized and expanded, and after being unfolded, it is closely attached to the wall of the drilled hole.
[0074] 4) Pressure grouting is performed into the borehole through the grouting pipe 1. The grout flows into the soil.
[0075] 5) After completing the grouting section according to 4), stop grouting and release the grouting pressure. Evacuate the expansion medium in the bladder 201 through the filling tube 3. The bladder 201 contracts toward the tube wall and separates from the hole wall. Adjust the grouting tube to the next grouting section in the hole.
[0076] 6) Repeat steps 1) to 5) until all grouting work of the borehole is completed.
[0077] 7) When grouting continuously from bottom to top, after the first section of grouting is completed and the second section of the coiled tubing is added, the lower end is already densely grouted and can be plugged. At this time, only the upper section of the grouting stop expansion bladder group 2 can be plugged. Similarly, when grouting continuously from top to bottom, after the first section of grouting is completed and the second section of the coiled tubing is added, the upper end is already densely grouted and can be plugged. At this time, only the lower section of the grouting stop expansion bladder group 2 can be plugged.
[0078] Example 10:
[0079] This embodiment provides a loose formation grouting method using the dynamic compaction grouting equipment according to embodiment 2, comprising the following steps:
[0080] 1) Drill holes are arranged at the pre-grouting locations, wherein the holes are drilled to below the grouting depth.
[0081] 2) The grouting equipment as described above is hoisted into the predetermined position of the drill hole. The grouting section is set at the corresponding grouting depth position.
[0082] 3) The expansion medium is delivered to the bladder 201 through the filling tube 3. The bladder 201 is pressurized and expanded, and after being unfolded, it is closely attached to the wall of the drilled hole.
[0083] 4) Pressure grouting is performed into the borehole through the grouting pipe 1. The grouting liquid flows into the soil. Because the grouting section in the borehole is blocked at both the top and bottom, the grouting liquid cannot flow up and down the borehole. Under the action of pressure, it can only flow into the soil in this section, effectively filling the loose rock and soil.
Claims
1. A dynamic compaction grouting device in loose rock and soil, characterized by: It comprises a grouting pipe (1), a grouting expansion bag group (2) and a filling pipe (3); The grouting pipe (1) is a hollow pipe structure with an open upper end and a closed lower end; the pipe body of the grouting pipe (1) is marked as an upper section, a grouting section, and a lower section from top to bottom; the grouting section is provided with grouting holes (101); a grouting stop expansion bag group (2) is sleeved on the outer wall of the upper section of the grouting pipe (1); The grouting stop expansion bag group (2) comprises a plurality of bags (201); the plurality of bags (201) are sleeved on the body of the grouting pipe (1) at intervals along the axial direction of the grouting pipe; each bag (201) is correspondingly provided with a filling pipe (3); the filling pipe (3) is in communication with the inner cavity of the bag (201); the bag (201) is suitable for taking an expanded form and a contracted form; in a non-working state, the bag (201) is in a contracted form; in a working state, an expansion medium is transported to the bag (201) through the filling pipe (3) to expand the bag (201); the bag (201) is pressurized and expanded, and after expansion, it is tightly attached to the wall of the drill hole.
2. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: A grouting-stopping expansion bag group (2) is also sleeved on the outer wall of the lower section of the grouting pipe (1).
3. The dynamic compaction grouting equipment in loose rock and soil according to claim 1 or 2, characterized in that: The upper and lower ends of the bag (201) both have openings communicating with the outside world; the grouting pipe (1) extends into the opening at one end of the bag (201) and extends out from the opening at the other end; the upper and lower openings of the bag (201) are sealedly connected to the wall of the grouting pipe (1).
4. The dynamic compaction grouting equipment in loose rock and soil according to claim 1 or 2, characterized in that: The sac (201) is a tubular sac; in its expanded state, the tubular sac is sleeved on the body of the grouting pipe (1); the inner diameter of the sac (201) matches the outer diameter of the grouting pipe (1).
5. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: The grouting pipe (1) is made of a steel pipe or a high-strength plastic pipe.
6. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: The material of the bag (201) is selected from one of rubber, polyethylene, polypropylene, polystyrene or polyurethane.
7. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: The expansion medium is selected from gas or liquid.
8. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: The grouting holes (101) are arranged in a plum blossom shape.
9. The dynamic compaction grouting equipment in loose rock and soil according to claim 1, characterized in that: The grouting pipe (1) is provided with multiple rows of grouting hole groups along the axial direction; each row of grouting hole groups includes multiple grouting holes (101) arranged at intervals along the circumferential direction.