CN114808933A - High-pressure grouting construction method based on sediment problem treatment of rock-socketed cast-in-situ bored pile - Google Patents
High-pressure grouting construction method based on sediment problem treatment of rock-socketed cast-in-situ bored pile Download PDFInfo
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- CN114808933A CN114808933A CN202210380474.8A CN202210380474A CN114808933A CN 114808933 A CN114808933 A CN 114808933A CN 202210380474 A CN202210380474 A CN 202210380474A CN 114808933 A CN114808933 A CN 114808933A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000013049 sediment Substances 0.000 title claims abstract description 24
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 18
- 238000005553 drilling Methods 0.000 claims abstract description 22
- 238000000034 method Methods 0.000 claims abstract description 14
- 238000004140 cleaning Methods 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 15
- 239000011435 rock Substances 0.000 claims description 15
- 239000011440 grout Substances 0.000 claims description 7
- 238000005259 measurement Methods 0.000 claims description 5
- 238000002360 preparation method Methods 0.000 claims description 5
- 230000002787 reinforcement Effects 0.000 claims description 5
- 238000003825 pressing Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 238000005406 washing Methods 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 claims description 2
- 230000008569 process Effects 0.000 abstract description 8
- 230000002093 peripheral effect Effects 0.000 abstract description 5
- 238000005507 spraying Methods 0.000 abstract description 5
- 230000006835 compression Effects 0.000 abstract description 3
- 238000007906 compression Methods 0.000 abstract description 3
- 239000002002 slurry Substances 0.000 description 14
- 239000002689 soil Substances 0.000 description 7
- 239000004567 concrete Substances 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000002131 composite material Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 230000002950 deficient Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000011010 flushing procedure Methods 0.000 description 2
- 239000012535 impurity Substances 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/08—Removing obstacles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- 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)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a high-pressure grouting construction method based on the sediment problem treatment of a rock-socketed cast-in-situ bored pile, which sequentially comprises the following steps of: drilling a drill guide hole; primary hole cleaning; secondary hole cleaning; primary grouting; and (5) secondary grouting. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ pile can enable the vertical compression-resistant bearing capacity of a single pile of the cast-in-situ pile to be 7000KN, is short in construction period, few in configuration equipment and low in engineering cost, and solves the problems that the process of pile end grouting expansion bodies and pile peripheral swinging spraying bodies is complex, and the engineering cost is increased and the construction period is long.
Description
Technical Field
The invention relates to a high-pressure grouting construction method based on the sediment problem treatment of a rock-socketed cast-in-situ bored pile, and belongs to the technical field of building construction.
Background
During the foundation construction of houses and the like, cast-in-place piles need to be drilled and cast in rock stratums, and the cast-in-place piles can be embedded into the rock stratums to support upper buildings after being solidified. At present, after the construction of a cast-in-place pile by drilling in a rock stratum reaches the aim of pile forming, detection sometimes finds that the pile bottom sediment of the cast-in-place pile is too thick to influence the engineering quality, and at the moment, the cast-in-place pile needs to be reinforced to ensure that the performance of the cast-in-place pile can reach the index of normal play.
In a defect cast-in-place pile composite pipe combined pile circumferential rotation swinging grouting reinforcement construction method with Chinese patent publication No. CN110805034A, the disclosed technology is as follows: the pile bottom is sprayed in a rotating mode to further form a pile end grouting expanding body, the pile periphery of the non-defective section is sprayed to form a pile periphery spraying body, and the pile periphery of the defective section is sprayed in a rotating mode to form a pile periphery spraying body; although the pile end grouting enlarged body and the pile peripheral swinging jet body formed by the reinforcement construction method can be used for processing the cast-in-place pile, the problems of increased construction cost and long construction period can be caused by complicated processes of the pile end grouting enlarged body and the pile peripheral swinging jet body.
Disclosure of Invention
In order to solve the technical problems, the invention provides a high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile.
The invention is realized by the following technical scheme.
The invention provides a high-pressure grouting construction method based on the sediment problem treatment of a rock-socketed cast-in-situ bored pile, which sequentially comprises the following steps of:
drilling a drill guide hole;
primary hole cleaning;
secondary hole cleaning;
primary grouting;
and (5) secondary grouting.
Before the step of measuring and paying off, the method also comprises a construction preparation step, wherein the construction preparation step comprises the following steps: aperture protection for cast-in-place pile formation prior to reinforcement.
The method also comprises a measurement paying-off step before the drilling machine hole guiding step, wherein the measurement paying-off step comprises the following steps: and (4) rechecking the pile position of the original cast-in-place pile to be treated in the rock stratum, and lofting and fixing the point of the grouting hole.
The drilling machine hole guiding step is as follows: and (3) aligning to a grouting hole on the cast-in-place pile, and performing rotary drilling excavation construction, wherein the allowable deviation of the verticality is +/-1%.
The primary hole cleaning step comprises the following steps: and (4) putting a hole washing pipeline into the grouting hole to the base rock surface of the grouting hole, and pressing clean water to the hole bottom of the grouting hole at a high flow and low pressure until all the clean water flows out.
The secondary hole cleaning step comprises the following steps: and pressing clear water into the bottom of the grouting hole at high flow and high pressure, and repeatedly circulating until the clear water returns from the orifice.
The primary grouting step comprises the following steps: the bulk density is 1.7 to 1.8t/m 3 The cement grout replaces water and mud in the sediment part at the bottom of the cast-in-place pile, when the cement grout flows out of the grouting hole, the hole is sealed by a grouting check valve, grouting pressure is increased, slow-speed high-pressure grouting is adopted, control pressure is not more than 4MPa, and grouting is stopped when the pressure is increased.
The secondary grouting step comprises the following steps: performing secondary grouting after the primary grouting is finished for about 30min, wherein the secondary grouting pressure is controlled within 5MPa, and the volume weight of the grout is controlled within 1.8-1.9 t/m 3 And stabilizing the pressure for not less than 10min, lifting the grouting equipment in the hole after filling, and putting wet cement balls into the hole opening to seal the hole opening.
The invention has the beneficial effects that: the high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ pile can enable the vertical compression-resistant bearing capacity of a single pile of the cast-in-situ pile to be 7000KN, is short in construction period, few in configuration equipment and low in engineering cost, and solves the problems that the process of pile end grouting expansion bodies and pile peripheral swinging spraying bodies is complex, and the engineering cost is increased and the construction period is long.
Drawings
FIG. 1 is a flow chart of the steps of the construction method of the present invention;
FIG. 2 is a schematic diagram of the location of grouting holes in a bored concrete pile according to the present invention;
FIG. 3 is a schematic diagram of the depth of a grouting hole in a bored concrete pile according to the present invention;
in the figure: 1-a rock formation; 2-filling piles; 3-grouting holes; 4-drilling core holes.
Detailed Description
The technical solution of the present invention is further described below, but the scope of the claimed invention is not limited to the described.
As shown in fig. 1-3.
The invention relates to a high-pressure grouting construction method based on the sediment problem treatment of a rock-socketed cast-in-situ bored pile, which sequentially comprises the following steps of:
step one, construction preparation: before operation, the protection of the orifice used for forming the cast-in-place pile 2 before operation is enhanced, impurities are prevented from falling into the orifice, and the reliability of the material and equipment used by the cable is ensured.
Step two, measurement and paying off: rechecking the pile position of the original cast-in-place pile 2 to be treated in the rock stratum 1, newly drilling a round hole with the diameter of 100mm on the cast-in-place pile 2 by using an XY-2B drilling machine to form a grouting hole 3, and lofting and positioning the grouting hole 3 on the cast-in-place pile 2 by a measurer.
Step three, drilling machine hole guiding: an XY-2B drilling machine is adopted to align a grouting hole 3 on a cast-in-place pile 2 to measure a pile position, an operator checks the core drilling position of a core drilling hole 4, the depth of the grouting hole 3 is determined according to the original construction record of the cast-in-place pile 2, the position of the grouting hole 3 is as close as possible to the edge of the cast-in-place pile 2 needing to be drilled and excavated by rotary drilling, the drilling depth and the verticality are strictly controlled in the construction process of the drilling machine, the allowable deviation of the verticality is +/-1%, damage to the constructed cast-in-place pile is avoided as much as possible, after the grouting hole 3 is drilled to a standard height of 0.5m away from the drill bottom in a rotary mode, a technician should check the original construction record of the cast-in-place pile 2 again and determine the loose degree of a pile bottom soil layer of the original cast-in-place pile 2 according to the drilling condition, the depth of the grouting hole 3 and the pile end bearing layer of the original cast-in-place pile 2 meet the original design requirements, and then the rotary drilling construction is completed to the cast-in-place 3.
Step four, hole cleaning for one time: and (3) a hole washing pipeline is arranged in the grouting hole 3 to the base rock surface of the grouting hole 3, a high-pressure water pump is connected, clear water is pressed into the bottom of the grouting hole 3 at a high flow and low pressure, sludge is discharged, a high flow and low pressure gear is adopted during hole cleaning, and the sludge and impurities in the bottom of the grouting hole 3 are discharged out of the hole until all clear water flows out.
Step five, secondary hole cleaning: after the first flushing, a high-pressure gear is started for flushing, clear water is pressed into the bottom of the grouting hole 3 at a high flow rate and a high pressure, and the process is repeated and circulated until the clear water returns from the orifice.
Step six, primary grouting: adopting a HFV-2 special grouting pump, adopting 42.5 common silicate cement slurry as a grouting material, and controlling the volume weight to be 1.7-1.8 t/m 3 The method comprises the steps of replacing water and slurry in a sediment part at the bottom of a cast-in-place pile 2 by cement slurry with a large specific gravity by utilizing a communicating pipe principle, discharging the cement slurry with the same concentration in a grouting hole 3, sealing the hole by using a grouting check valve, increasing grouting pressure, adopting slow high-pressure grouting, controlling the pressure to be not more than 4MPa, and stopping grouting when the pressure is increased.
Seventhly, secondary grouting: performing secondary grouting after the primary grouting is finished for about 30min, wherein the secondary grouting pressure is controlled within 5MPa, and the volume weight of the grout is controlled within 1.8-1.9 t/m 3 And the pressure stabilizing time is not less than 10min, when the slurry inlet amount is very small or almost no slurry is fed, the gap in the grouting hole 3 is indicated to be filled with cement slurry, after the slurry is injected, in order to ensure the strength of the slurry in the grouting hole, broken stones with small particle sizes are filled in the drilled hole filled with the cement slurry, after the filling is finished, the grouting equipment in the hole is lifted, and a wet cement ball is thrown into the hole opening to seal the hole opening, so that the whole grouting process is finished.
The technology of this application is applied to tuo pai zhen huohan district transformation project of tuo pai zhen of the city of flood shooting of Sichuan province, and discovery when pile body integrality detects is carried out in 2# residential building pile foundation construction, 134#, 234# bored concrete pile sediment is too thick to exceed the design rule, and the project adopts the construction method of this application to handle the back, and the vertical resistance to compression bearing capacity of single pile of bored concrete pile is 7000 KN.
The high-pressure grouting technology has the advantages that:
(1) the construction period is short: the time for treating 2 piles is only 4 days, and the efficiency is improved compared with the conventional treatment method.
(2) The configuration equipment is few: only a grouting pump and a water pump are added, and the main materials consume 5t of cement, so that the manufacturing cost is greatly saved compared with the conventional method.
The problems that the construction cost is increased and the construction period is long due to the complex processes of pile end grouting and expanding bodies and pile peripheral swinging and spraying bodies are solved.
The main process principle is as follows:
1. the soil quality and gaps of the rock stratum between the cast-in-place piles are treated. By adopting the pile bottom grouting technology, cement slurry can enter into a mud skin gap of rock strata around the cast-in-place pile from the pile bottom of the cast-in-place pile through high pressure, the mud skin around the cast-in-place pile is replaced and the gap is filled through the action of permeation cleavage filling and compaction, and hard skin and vein-shaped stone bodies are formed around the cast-in-place pile after the slurry is cemented, so that the friction coefficient between the pile of the cast-in-place pile and soil bodies around the pile rock strata is changed, and the bearing capacity of the pile is improved.
2. The state of the pile bottom bearing layer of the cast-in-place pile is changed. The pile bottom sediment layer of the cast-in-place pile is processed into a composite foundation through mud jacking, and the slurry has the functions of replacement, compaction and consolidation of the pile bottom sediment of the cast-in-place pile and has the function of reinforcing the pile bottom bearing layer of the cast-in-place pile.
3. The pile end bearing layer of the cast-in-place pile is reinforced. The pile bottom of the cast-in-place pile is subjected to pressure grouting, so that slurry is radiated from the pile bottom of the cast-in-place pile to the periphery of the cast-in-place pile along the pores of the bearing stratum, and when fine soil (cohesive soil, silt or fine sand) is filled at the pile bottom of the cast-in-place pile, the split injection of cement paste can form a net-shaped reinforced composite soil body with higher strength and rigidity, and the reinforcement effect is objectively achieved.
4. And (3) the bottom expanding and diameter expanding effect of the cast-in-place pile. The pile bottom of the cast-in-place pile forms an expanded head, and cement stones with the thickness of 10-50 mm fastened on a rock stratum soil body are formed on the pile surface of the cast-in-place pile, so that a certain bottom expanding and diameter expanding effect can be achieved.
Claims (8)
1. A high-pressure grouting construction method based on the sediment problem treatment of an embedded rock bored pile is characterized by comprising the following steps in sequence:
drilling a drill guide hole;
primary hole cleaning;
secondary hole cleaning;
primary grouting;
and (5) secondary grouting.
2. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the drilling machine hole guiding step is as follows: and aligning the grouting hole (3) on the cast-in-place pile (2) for rotary drilling excavation construction, wherein the allowable deviation of the verticality is +/-1%.
3. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the primary hole cleaning step comprises the following steps: and (3) putting a hole washing pipeline into the grouting hole (3) to the base rock surface of the grouting hole (3), and pressing clean water to the bottom of the grouting hole (3) at a high flow and low pressure until all the clean water flows out.
4. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the secondary hole cleaning step comprises the following steps: and (3) pressing in clear water to the bottom of the grouting hole (3) at high flow and high pressure, and repeatedly circulating until the clear water returns from the orifice.
5. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the primary grouting step comprises the following steps: the bulk density is 1.7 to 1.8t/m 3 The cement grout replaces water and mud in the sediment part at the bottom of the cast-in-place pile (2), when the cement grout flows out of the grouting hole (3), the hole is sealed by a grouting check valve, grouting pressure is increased by adopting slow-speed high-pressure grouting, the control pressure is not more than 4MPa, and grouting is stopped when the pressure is increased.
6. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the secondary grouting step comprises the following steps: performing secondary grouting after the primary grouting is finished for about 30min, wherein the secondary grouting pressure is controlled within 5MPa, and the volume weight of the grout is controlled within 1.8-1.9 t/m 3 And stabilizing the pressure for not less than 10min, lifting the grouting equipment in the hole after filling, and putting wet cement balls into the hole opening to seal the hole opening.
7. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: the method also comprises a measurement paying-off step before the drilling machine hole guiding step, wherein the measurement paying-off step comprises the following steps: and (3) rechecking the pile position of the original filling pile (2) to be treated in the rock stratum (1) and setting out and fixing the point of the grouting hole (3).
8. The high-pressure grouting construction method based on the sediment problem treatment of the rock-socketed cast-in-situ bored pile as claimed in claim 1, wherein: before the step of measuring and paying off, the method also comprises a construction preparation step, wherein the construction preparation step comprises the following steps: aperture protection for the cast-in-place pile (2) formation prior to reinforcement.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210380474.8A CN114808933A (en) | 2022-04-12 | 2022-04-12 | High-pressure grouting construction method based on sediment problem treatment of rock-socketed cast-in-situ bored pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210380474.8A CN114808933A (en) | 2022-04-12 | 2022-04-12 | High-pressure grouting construction method based on sediment problem treatment of rock-socketed cast-in-situ bored pile |
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| CN114808933A true CN114808933A (en) | 2022-07-29 |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006348637A (en) * | 2005-06-17 | 2006-12-28 | Geotop Corp | Construction method of cast-in-place pile and cast-in-place pile structure |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
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2022
- 2022-04-12 CN CN202210380474.8A patent/CN114808933A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006348637A (en) * | 2005-06-17 | 2006-12-28 | Geotop Corp | Construction method of cast-in-place pile and cast-in-place pile structure |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
Non-Patent Citations (2)
| Title |
|---|
| 何永宏;何勇;韩育成;: "钻孔灌注桩桩底沉渣形成原因及压浆处理案例分析", 四川建筑 * |
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Application publication date: 20220729 |