CN113106977A - Compaction grouting construction method - Google Patents
Compaction grouting construction method Download PDFInfo
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- CN113106977A CN113106977A CN202110381077.8A CN202110381077A CN113106977A CN 113106977 A CN113106977 A CN 113106977A CN 202110381077 A CN202110381077 A CN 202110381077A CN 113106977 A CN113106977 A CN 113106977A
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- 238000010276 construction Methods 0.000 title claims abstract description 24
- 238000005056 compaction Methods 0.000 title claims abstract description 21
- 238000004873 anchoring Methods 0.000 claims abstract description 5
- 238000010009 beating Methods 0.000 claims abstract description 5
- 239000004568 cement Substances 0.000 claims abstract description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 52
- 238000007569 slipcasting Methods 0.000 claims description 33
- 229910052742 iron Inorganic materials 0.000 claims description 26
- 239000011440 grout Substances 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 4
- 241000447495 Equulites leuciscus Species 0.000 claims 1
- 239000002689 soil Substances 0.000 description 38
- 238000003780 insertion Methods 0.000 description 5
- 230000037431 insertion Effects 0.000 description 5
- 239000007788 liquid Substances 0.000 description 5
- 239000011148 porous material Substances 0.000 description 4
- 239000012466 permeate Substances 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000005465 channeling Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 210000003462 vein Anatomy 0.000 description 2
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 description 1
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 1
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 1
- 229910052782 aluminium Inorganic materials 0.000 description 1
- 230000000712 assembly Effects 0.000 description 1
- 238000000429 assembly Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 229910052802 copper Inorganic materials 0.000 description 1
- 239000010949 copper Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/72—Pile shoes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/18—Placing by vibrating
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application relates to a compaction grouting construction method, which relates to the field of compaction grouting and comprises the following steps: drawing a plane layout drawing, measuring the elevation of a site before construction, starting driving the pipe piles to the designed elevation; step two: placing the grouting pipe into the pipe pile, starting to beat the grouting pipe, and beating the grouting pipe to a designed elevation; step three: grouting the grouting pipe, and during grouting, grouting the grouting pipe by adopting a high-pressure grouting machine; step four: after the high-level grouting is completed, the grouting pipe is pulled upwards, the foundation is anchored through the anchoring assembly of the grouting pipe, the grouting pipe is grouted by the high-pressure grouting machine again, a valve of the high-pressure grouting machine is closed, and the next hole is formed; step five: grouting all holes according to the floor plan; step six: and after grouting is finished, plugging the grouting hole with a cement bag. This application can consolidate the ground, improves the bearing capacity and the stability of ground.
Description
Technical Field
The application relates to the field of compaction grouting, in particular to a compaction grouting construction method.
Background
With the rapid development of economy, the construction of buildings is of great importance. The definition of the national building industry standard for soft soil foundations refers to soft soil layers with low strength and high compression amount, and most of the soft soil layers contain certain organic substances, such as sandy silty soil and silt silty clay which have high compressibility. Because the strength of the soft soil is low, the sedimentation amount is large, and great harm is easily brought to the building engineering.
In view of the above-mentioned related technologies, the inventors believe that after a building is constructed on a soft foundation, the soft foundation is likely to settle, and the stability of the building is poor.
Disclosure of Invention
In order to improve bearing capacity and stability of the foundation, the application provides a compaction grouting construction method.
The application provides a compaction grouting construction method, which adopts the following technical scheme:
a compaction grouting construction method comprises the following steps:
the method comprises the following steps: drawing a plane layout drawing, measuring the elevation of a site before construction, starting driving the tubular pile after the elevation is determined, and driving the tubular pile to a designed elevation;
step two: placing the grouting pipe into the pipe pile, starting to beat the grouting pipe, and beating the grouting pipe to a designed elevation;
step three: grouting the grouting pipe according to the plane layout drawing, and grouting the grouting pipe by adopting a high-pressure grouting machine during grouting;
step four: after the high-level grouting is completed, the grouting pipe is pulled upwards, the foundation is anchored through the anchoring assembly of the grouting pipe, the grouting pipe is grouted by the high-pressure grouting machine again, a valve of the high-pressure grouting machine is closed, and the next hole is formed;
step five: grouting all holes according to the floor plan;
step six: and after grouting is finished, plugging the grouting hole with a cement bag.
Through adopting above-mentioned technical scheme, after driving the tubular pile into the ground, put into the tubular pile with the slip casting pipe in, then in driving the slip casting pipe into the tubular pile, when slip casting began, the thick liquid was filled earlier great space in the ground, then permeates the soil body hole under great pressure, along with soil body hole water pressure risees and extrudes the soil body, until the shear crack appears, the thick liquid along with it fills the crack, forms the thick liquid pulse for form new netted skeleton texture in the soil body, thereby improve the bearing capacity and the stability of soft soil foundation.
Optionally, in step four, a plurality of slip casting mouths have been seted up to the tubular pile, the anchor subassembly sets up in the tubular pile, a plurality of mouths that slide have been seted up to the tubular pile, the anchor subassembly include sliding connection in slide intraoral sliding block, set up in the sliding block is close to the outer wedge of slip casting pipe one end and set up in a plurality of interior wedges in the slip casting pipe outside, interior wedge and the cooperation of outer wedge, during slip casting pipe upward movement, interior wedge outwards promotes the sliding block through outer wedge, the one end that outer wedge was kept away from to the sliding block is sharp-pointed setting.
Through adopting above-mentioned technical scheme, put into the tubular pile with the slip casting pipe after, rotate the slip casting pipe, make outer wedge and interior wedge be in same vertical line, when pulling out the slip casting pipe on, the slip casting pipe can outwards promote the sliding block through interior wedge and outer wedge, and the one end that makes the sliding block keep away from outer wedge stretches out the tubular pile outside, and inserts in the soil of ground to improve the joint strength between ground and the tubular pile.
It is optional, a plurality of same height connect through the elasticity rope between the sliding block, the tubular pile outside is located to the elasticity fag end, the bar groove has been seted up in the sliding block outside, bar groove lateral wall is provided with the plasticity barb, the one end that the sliding block was kept away from to the plasticity barb is towards outside wedge.
Through adopting above-mentioned technical scheme, when a plurality of sliding blocks inserted the soil in the ground, the elasticity rope was by corresponding tensile, when the elasticity rope had the trend of inside pulling sliding block, the one end that the sliding block was kept away from to the plasticity barb can insert in the soil of ground to improve the joint strength between sliding block and the ground.
Optionally, the outer wedge-shaped block is provided with a circulation hole, the circulation hole penetrates through the top surface of the outer wedge-shaped block, and one end of the circulation hole, which is far away from the outer wedge-shaped block, penetrates through the bottom surface of the sliding block.
Through adopting above-mentioned technical scheme, during the slip casting, the thick liquids can be full of inside the slip casting pipe to in the soil in the circulation hole inflow ground, in order to improve the reinforcement effect to the ground.
Optionally, a plurality of inclined holes have been seted up to the tubular pile, inclined hole and the dislocation set of the mouth that slides, the inclined hole runs through the inside and outside both sides of tubular pile, the inclined hole is close to the height that highly is higher than inclined hole and keeps away from slip casting pipe one end of slip casting pipe one end, sliding connection has the inserted bar in the inclined hole, inserted bar one end stretches into in the tubular pile, the tip pipe that the slip casting pipe tip was provided with and inserted bar complex under the slip casting pipe.
Through adopting above-mentioned technical scheme, when will slip casting pipe squeeze into the tubular pile downwards in, the tip pipe can outwards promote the inserted bar, and the one end that makes the inserted bar keep away from the tip pipe stretches out the tubular pile outside to and in inserting the soil of ground, further improve the joint strength between tubular pile and the ground.
Optionally, in the first step, the lower end of the tubular pile is provided with a plurality of sharp-pointed pieces, and the sharp-pointed pieces are circumferentially arranged along the central axis of the tubular pile.
Through adopting above-mentioned technical scheme, when executing downwards and beat the tubular pile, the sharp-pointed piece enables the more smooth soil of inserting the ground of tubular pile.
Optionally, the iron nail is worn to be equipped with by sharp-pointed piece slip, the iron nail runs through sharp-pointed piece inside and outside both sides, the iron nail is the slope setting, the iron nail is close to the height that highly is higher than the iron nail and keeps away from sharp-pointed piece one end of sharp-pointed piece one end, the tip pipe cooperates with the iron nail.
Through adopting above-mentioned technical scheme, when driving into the tubular pile downwards with the slip casting pipe, the tip pipe can outwards promote the iron nail, and the one end that makes the iron nail keep away from the tip pipe stretches out the tubular pile outside to and in inserting the soil of ground, further improve the joint strength between tubular pile and the ground.
Optionally, a gap is left between two adjacent sharp sheets.
Through adopting above-mentioned technical scheme, when executing downwards and beating the slip casting pipe, sharp-pointed piece can be toward strutting outward to sharp-pointed tube, makes the gap grow between the sharp-pointed piece, makes the thick liquid can be more smooth flow into the soil of ground through the gap between the sharp-pointed piece.
Optionally, in the fifth step, grouting is performed in a hole-separating grouting mode, and the grouting interval of adjacent grouting holes is greater than 3 hours.
By adopting the technical scheme, the phenomenon of slurry channeling generated between two adjacent grouting holes can be reduced.
Optionally, in the fourth step, after the single-hole grouting is finished, the valve at the top end of the grouting pipe is closed, and then the high-pressure pipe is disassembled.
By adopting the technical scheme, the phenomenon of back spraying of the slurry in the grouting pipe can be reduced.
In summary, the present application includes at least one of the following beneficial technical effects:
1. after the tubular pile is driven into the foundation, the grouting pipe is placed into the tubular pile, then the grouting pipe is driven into the tubular pile, when grouting begins, grout fills a larger gap in the foundation firstly, then permeates into a soil body pore under larger pressure, extrudes the soil body along with the increase of the water pressure of the soil body pore until a shear crack occurs, and then fills the crack with the grout to form grout veins, so that a new reticular framework structure is formed in the soil body, and the bearing capacity and the stability of the soft soil foundation are improved;
2. when the grouting pipe is driven downwards into the tubular pile, the tip pipe can push the inserted rod outwards, so that one end of the inserted rod, which is far away from the tip pipe, extends out of the tubular pile and is inserted into soil of the foundation, and the connection strength between the tubular pile and the foundation is further improved;
3. when pulling out the slip casting pipe on, the slip casting pipe can outwards promote the sliding block through interior wedge and outer wedge, makes the one end that the sliding block kept away from outer wedge stretch out the tubular pile outside, and in inserting the soil of ground to improve the joint strength between ground and the tubular pile.
Drawings
FIG. 1 is a schematic illustration of an embodiment of the present application;
fig. 2 is a schematic view of a tube pile and a grouting pipe according to an embodiment of the present application;
fig. 3 is a schematic view of a tube stake and anchor assembly of an embodiment of the present application;
fig. 4 is a schematic view of a sliding block and flow holes of an embodiment of the present application.
Description of reference numerals: 1. a foundation; 2. grouting holes; 3. a tubular pile; 4. a grouting port; 5. a sharp blade; 6. a grouting pipe; 7. a tip tube; 8. an inclined hole; 9. inserting a rod; 10. an inner wedge block; 11. iron nails; 12. a sliding block; 13. an outer wedge block; 14. a sliding port; 15. an outer bevel; 16. an inner bevel; 17. an elastic cord; 18. a strip-shaped groove; 19. plastic barbs; 20. a flow-through hole; 21. and (5) a cement bag.
Detailed Description
The present application is described in further detail below with reference to figures 1-4.
The embodiment of the application discloses a compaction grouting construction method. Referring to fig. 1, the compaction grouting construction method includes the steps of:
the method comprises the following steps: reconnaissance is carried out to the place to draw the plane arrangement picture, measure the place elevation before the construction, grouting hole 2 location unwrapping wire, treat the elevation and confirm the back, offer grouting hole 2 in the assigned position, then through adopting the bobbing machine to squeeze into the grouting hole 2 of relevant position with tubular pile 3 in, and execute tubular pile 3 and beat to the design elevation.
Referring to fig. 1 and 2, tubular pile 3 is the cavity setting, and both ends are the opening setting about tubular pile 3, and a plurality of slip casting mouth 4 have been seted up to tubular pile 3, and slip casting mouth 4 runs through the inside and outside both sides of tubular pile 3. In order to facilitate driving the tubular pile 3 into the foundation 1, four sharp-pointed pieces 5 are installed at the lower end part of the tubular pile 3, the four sharp-pointed pieces 5 are arranged along the circumferential direction of the central axis of the tubular pile 3, one ends, far away from the tubular pile 3, of the sharp-pointed pieces 5 are arranged in a pointed mode, and one ends, far away from the tubular pile 3, of the four sharp-pointed pieces 5 are close to each other. After the pipe pile 3 is driven into the foundation 1, the sharp-pointed piece 5 can be inserted into the soil of the foundation 1.
Step two: placing the grouting pipe 6 into the tubular pile 3 from the opening at the upper end of the tubular pile 3, then starting to beat the grouting pipe 6, and beating the grouting pipe 6 to the designed elevation by adopting a vibrating machine.
Referring to fig. 1 and 3, tubular pile 3 and slip casting pipe 6 all are circular setting, and 3 internal diameters of tubular pile are greater than slip casting pipe 6 external diameters, and slip casting pipe 6 is the cavity setting, and both ends are the opening setting about slip casting pipe 6, and in addition, tip pipe 7 is installed to tip under the slip casting pipe 6, and the external diameter of tip pipe 7 upper end is greater than the external diameter of tip pipe 7 lower tip, and tip pipe 7 lower tip is the opening setting.
In order to improve the connection strength between the tubular pile 3 and the foundation 1, the tubular pile 3 is provided with a plurality of inclined holes 8, the inclined holes 8 are symmetrical about the central axis of the tubular pile 3, and the inclined holes 8 are linearly arranged along the length direction of the tubular pile 3; the inclined holes 8 penetrate through the inner side and the outer side of the tubular pile 3, the inclined holes 8 are arranged in an inclined mode, the closer the inclined holes 8 are to the inner wall of the tubular pile 3, the higher the vertical height of the inclined holes 8 is, and an included angle between the length direction of the inclined holes 8 and a vertical line is 75 degrees; sliding connection has inserted bar 9 in the inclined hole 8, and the length of inserted bar 9 is greater than the length of inclined hole 8, and the one end that 3 inside walls of tubular pile were kept away from to inserted bar 9 is most advanced setting. Furthermore, the tip tube 7 is fitted with the plunger 9; furthermore, two inner wedge blocks 10 are installed at the outer side of the grouting pipe 6 close to the tip pipe 7, the two inner wedge blocks 10 are symmetrical about the central axis of the grouting pipe 6, the inner wedge blocks 10 are matched with the inserted rods 9, and the bottom surfaces of the inner wedge blocks 10 are arranged in a plane.
After the tubular pile 3 is driven into the foundation 1, one end of the insertion rod 9, far away from the foundation 1, can extend into the tubular pile 3, when the grouting pipe 6 is placed into the tubular pile 3, one end of the insertion rod 9, far away from the foundation 1, can be in contact with the outer side of the tip pipe 7, the grouting pipe 6 is correspondingly rotated, the inner wedge blocks 10 and the corresponding insertion rods 9 are positioned on the same vertical line, when the grouting pipe 6 is downwards beaten, the tip pipe 7 can outwards support the insertion rod 9, and one end of the insertion rod 9, far away from the tip pipe 7, can be inserted into soil of the foundation 1; with the continuous application of the grouting pipe 6, the bottom surface of the inner wedge block 10 can be in contact with one end of the inserted rod 9 far away from the foundation 1, and in the downward movement process of the grouting pipe 6, the inner wedge block 10 pushes the inserted rod 9 and continuously outwards props the inserted rod 9, so that the inserted rod 9 is further inserted into the soil of the foundation 1, and the connection strength between the tubular pile 3 and the foundation 1 is improved.
In order to further improve the joint strength between tubular pile 3 and the ground 1, sharp-pointed piece 5 slides and wears to be equipped with iron nail 11, and iron nail 11 runs through sharp-pointed piece 5 inside and outside both sides, and iron nail 11 is the slope setting, and iron nail 11 is close to sharp-pointed piece 5 more, and iron nail 11's vertical height is higher, and iron nail 11 keeps away from the one end of sharp-pointed piece 5 and is sharp-pointed setting, and most advanced pipe 7 and the cooperation of iron nail 11. In addition, a long-strip-shaped gap is reserved between two adjacent sharp sheets 5.
After the tubular pile 3 is driven into the foundation 1, one end of the iron nail 11 close to the sharp-pointed sheets 5 extends into a position between the sharp-pointed sheets 5, when the grouting pipe 6 is driven downwards, the outer side of the sharp-pointed pipe 7 can be contacted with one end of the iron nail 11, and the iron nail 11 is gradually inserted into soil of the foundation 1 along with the downward movement of the grouting pipe 6 so as to improve the connection strength between the tubular pile 3 and the foundation 1; in addition, after the iron nails 11 are completely inserted into the foundation 1, the grouting pipes 6 are continuously applied downwards, the tip pipes 7 can continuously expand the sharp-pointed pieces 5 outwards, and gaps between the sharp-pointed pieces 5 are enlarged.
Step three: and grouting the grouting pipe 6 according to the plane layout, and grouting the grouting pipe 6 by adopting a high-pressure grouting machine, wherein during grouting, the high-pressure grouting machine is communicated with the upper end part of the grouting pipe 6, then a valve of the high-pressure grouting machine is opened, and the grouting pipe 6 is grouted.
Step four: after finishing the grouting at a height, the grouting pipe 6 is pulled up, the pulling-up height is controlled to be 0.3m to 0.4m each time, then the grouting pipe 6 is grouted by the high-pressure grouting machine again, a valve of the high-pressure grouting machine is closed, and the next hole is shifted. It should be noted that, before the single-hole grouting is finished, the valve at the top end of the grouting pipe 6 is closed, and then the high-pressure pipe is unloaded, so that the phenomenon of back-spraying of the grout in the grouting pipe 6 can be reduced.
Referring to fig. 3, the anchor assemblies are provided in groups, symmetrically installed to the grout pipe 6, and linearly arranged along the length direction of the grout pipe 6. The anchoring assembly comprises a sliding block 12, an outer wedge block 13 and an inner wedge block 10, the tubular pile 3 is horizontally provided with a square sliding opening 14, the sliding opening 14 and the inclined hole 8 are arranged in a staggered mode, and the sliding opening 14 penetrates through the inner side and the outer side of the tubular pile 3; the sliding block 12 is slidably connected in the sliding opening 14, and the outer wedge-shaped block 13 is connected to one end of the sliding block 12 close to the grouting pipe 6. In addition, the section of the outer wedge-shaped block 13 is triangular, one end of the outer wedge-shaped block 13, which is far away from the sliding block 12, is provided with an outer inclined surface 15, the outer inclined surface 15 inclines downwards, and the angle between the outer inclined surface 15 and the vertical surface is 45 degrees; the section of the inner wedge block 10 is also triangular, one end, far away from the grouting pipe 6, of the inner wedge block 10 is arranged to be an inner inclined surface 16, the inner inclined surface 16 inclines upwards, the angle between the inner inclined surface 16 and the vertical surface is also 45 degrees, and the inner wedge block 10 and the outer wedge block 13 are matched with each other.
Referring to fig. 1 and 3, after a grouting pipe 6 is driven into a foundation 1, an outer wedge 13 extends into a tubular pile 3, before the grouting pipe 6 is pulled up, the grouting pipe 6 is rotated by 90 degrees, so that an inner wedge 10 and the outer wedge 13 at a corresponding position are positioned on the same vertical line, an inner inclined plane 16 of the inner wedge 10 is parallel to an outer inclined plane 15 of the corresponding outer wedge 13, when the grouting pipe 6 is pulled up, the inner wedge 10 can push the outer wedge 13 outwards, one end of a sliding block 12, which is far away from the outer wedge 13, extends out of the tubular pile 3 and is inserted into soil of the foundation 1, and the connection strength between the tubular pile 3 and the foundation 1 is improved.
Further, in order to improve the connection strength between the sliding blocks 12 and the foundation 1, the two sliding blocks 12 at the same height are connected through an elastic rope 17, and the elastic rope 17 is sleeved outside the tubular pile 3; in addition, the bar groove 18 of rectangular shape is seted up to the position that outer wedge 13 was kept away from in the sliding block 12 outside, and the length direction of bar groove 18 is parallel with the length direction of sliding block 12, and bar groove 18 lateral wall is connected with plasticity barb 19, and the one end that sliding block 12 was kept away from to plasticity barb 19 is towards outside wedge 13, and plasticity barb 19 stretches out outside bar groove 18. In this embodiment, the plastic barbs 19 are made of a plastic material such as mild steel, copper, aluminum, plastic, and the like.
When two sliding blocks 12 at the same height are inserted into the soil in the foundation 1, the elastic ropes 17 at the corresponding positions can be stretched, and the elastic ropes 17 have the tendency of pulling the two sliding blocks 12 inwards, so that the ends of the plastic barbs 19 far away from the sliding blocks 12 can be inserted into the soil of the foundation 1, and the connection strength between the sliding blocks 12 and the foundation 1 can be improved.
Referring to fig. 3 and 4, preferably, the outer wedge-shaped block 13 is provided with a flow hole 20, the flow hole 20 penetrates through the top surface of the outer wedge-shaped block 13, and one end of the flow hole 20, which is far away from the outer wedge-shaped block 13, penetrates through the bottom surface of the sliding block 12. When the grouting pipe 6 is grouted, the grout in the grouting pipe 6 can flow into the soil of the foundation 1 along the flow holes 20.
Step five: the grouting of all the grouting holes 2 is completed according to a plane layout drawing, in order to reduce the phenomenon that the adjacent two grouting holes 2 generate slurry channeling, the grouting is performed in a hole-separating grouting mode, the corresponding grouting holes 2 are marked during grouting, and the grouting interval of the adjacent two grouting holes 2 is not less than 3 hours.
Step six: after the grouting is completed, the grouting holes 2 are plugged and compacted by cement bags 21.
Referring to fig. 1, when grouting starts, grout fills a larger gap in the foundation 1, then permeates into soil body pores under a larger pressure, and extrudes the soil body along with the increase of the pressure of the soil body pore water until a shear crack appears, and then the grout fills the crack to form grout veins, so that a new reticular skeleton structure is formed in the soil body, and the bearing capacity and the stability of the soft soil foundation 1 are improved.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The construction method of compaction grouting is characterized by comprising the following steps:
the method comprises the following steps: drawing a plane layout drawing, measuring the elevation of a site before construction, starting driving the tubular pile (3) after the elevation is determined, and driving the tubular pile (3) to the designed elevation;
step two: placing the grouting pipe (6) into the tubular pile (3), starting to beat the grouting pipe (6), and beating the grouting pipe (6) to a designed elevation;
step three: grouting the grouting pipe (6) according to the plane layout drawing, and grouting the grouting pipe (6) by adopting a high-pressure grouting machine during grouting;
step four: after finishing grouting at a certain height, pulling up the grouting pipe (6), anchoring the foundation (1) through the anchoring assembly of the grouting pipe (6), grouting the grouting pipe (6) by using the high-pressure grouting machine again, closing a valve of the high-pressure grouting machine, and transferring to the next hole;
step five: grouting all holes according to the floor plan;
step six: after grouting, the grouting holes (2) are plugged tightly by using cement bags (21).
2. The compaction grouting construction method according to claim 1, characterized in that: in step four, a plurality of slip casting mouths (4) have been seted up in tubular pile (3), the anchor subassembly sets up in tubular pile (3), a plurality of mouths (14) that slide have been seted up in tubular pile (3), the anchor subassembly include sliding connection in slide block (12) in the mouth (14) that slides, set up in slide block (12) are close to outer wedge (13) of slip casting pipe (6) one end and set up in a plurality of interior wedge (10) in the slip casting pipe (6) outside, interior wedge (10) and outer wedge (13) cooperation, during slip casting pipe (6) upward movement, interior wedge (10) outwards promote slide block (12) through outer wedge (13), the one end that outer wedge (13) were kept away from in slide block (12) is sharp-pointed setting.
3. The compaction grouting construction method according to claim 2, characterized in that: a plurality of same height connect through elasticity rope (17) between sliding block (12), tubular pile (3) outside is located to elasticity rope (17) cover, strip groove (18) have been seted up in sliding block (12) outside, strip groove (18) lateral wall is provided with plasticity barb (19), the one end that sliding block (12) was kept away from in plasticity barb (19) is towards outside wedge (13).
4. The compaction grouting construction method according to claim 2, characterized in that: the outer wedge block (13) is provided with a circulation hole (20), the circulation hole (20) penetrates through the top surface of the outer wedge block (13), and one end, far away from the outer wedge block (13), of the circulation hole (20) penetrates through the bottom surface of the sliding block (12).
5. The compaction grouting construction method according to claim 2, characterized in that: a plurality of inclined holes (8) have been seted up in tubular pile (3), inclined hole (8) and slip mouth (14) dislocation set, inclined hole (8) run through the inside and outside both sides of tubular pile (3), inclined hole (8) are close to the height that grout pipe (6) one end was kept away from grout pipe (6) one end highly being higher than inclined hole (8), sliding connection has inserted bar (9) in inclined hole (8), inserted bar (9) one end stretches into in tubular pile (3), the tip pipe (7) of tip with inserted bar (9) complex under grout pipe (6) is provided with.
6. The compaction grouting construction method according to claim 5, characterized in that: in the first step, a plurality of sharp-pointed pieces (5) are arranged at the lower end part of the tubular pile (3), and the sharp-pointed pieces (5) are circumferentially arranged along the central axis of the tubular pile (3).
7. The compaction grouting construction method according to claim 6, characterized in that: sharp-pointed piece (5) slide and wear to be equipped with iron nail (11), iron nail (11) run through sharp-pointed piece (5) inside and outside both sides, iron nail (11) are the slope setting, iron nail (11) are close to the height that sharp-pointed piece (5) one end was kept away from sharp-pointed piece (5) one end highly being higher than iron nail (11), tip pipe (7) and iron nail (11) cooperation.
8. The compaction grouting construction method according to claim 6, characterized in that: a gap is reserved between every two adjacent sharp sheets (5).
9. The compaction grouting construction method according to claim 1, characterized in that: and fifthly, grouting is carried out in a hole-separating grouting mode, and the grouting interval of the adjacent grouting holes (2) is more than 3 hours.
10. The compaction grouting construction method according to claim 1, characterized in that: in the fourth step, after the single-hole grouting is finished, the valve at the top end of the grouting pipe (6) is closed, and then the high-pressure pipe is disassembled.
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