CN115288111A - Rotary drilling hole forming method for upper soft and lower hard stratum - Google Patents
Rotary drilling hole forming method for upper soft and lower hard stratum Download PDFInfo
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- CN115288111A CN115288111A CN202210983631.4A CN202210983631A CN115288111A CN 115288111 A CN115288111 A CN 115288111A CN 202210983631 A CN202210983631 A CN 202210983631A CN 115288111 A CN115288111 A CN 115288111A
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- 238000005553 drilling Methods 0.000 title claims abstract description 114
- 238000000034 method Methods 0.000 title claims abstract description 30
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 45
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 27
- 239000010959 steel Substances 0.000 claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 24
- 239000002002 slurry Substances 0.000 claims abstract description 23
- 238000005520 cutting process Methods 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 239000011398 Portland cement Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 5
- GSEJCLTVZPLZKY-UHFFFAOYSA-N Triethanolamine Chemical compound OCCN(CCO)CCO GSEJCLTVZPLZKY-UHFFFAOYSA-N 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 2
- 238000005728 strengthening Methods 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims 8
- 238000009412 basement excavation Methods 0.000 abstract description 16
- 238000010276 construction Methods 0.000 abstract description 11
- 230000002787 reinforcement Effects 0.000 description 5
- 239000000463 material Substances 0.000 description 3
- 238000009826 distribution Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- 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)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a rotary drilling hole forming method for a soft upper and hard lower stratum, which comprises the following steps: s1, drilling a plurality of reinforcing pile holes in a loose soil layer in an upper soft and lower hard stratum, pouring reinforcing slurry into the reinforcing pile holes by using a rotary jet pile machine, and solidifying the reinforcing slurry to obtain reinforcing piles; s2, adopting a cutting tooth cylinder of the rotary drilling rig to drill a plurality of rotary drilling holes at the pre-pile forming positions on the reinforced loose soil layer, wherein when the original building enclosure body position in the upper soft lower hard stratum is drilled, the original building enclosure body is cut off and continues to drill downwards, so that the original building enclosure body in the rotary drilling hole is completely cut off, and the bottom of the rotary drilling hole is stable; and S3, taking out the cut original building envelope structure body from the rotary drilling hole, and then completing the pile forming operation. According to the invention, after the loose soil layer is reinforced by the reinforcing piles, the construction surface is firmer, so that the steel casing used in the process of drilling the rotary excavation hole can be shortened, the position of the drilling machine for drilling the rotary excavation hole can be more stable, and the accuracy of the drilled rotary excavation hole is higher.
Description
Technical Field
The invention relates to the technical field of stress detection equipment, in particular to a rotary drilling hole forming method for a stratum with a soft upper part and a hard lower part.
Background
After the underground structure is completed and backfilled, the original pit envelope is often discarded inside the fill, forming the underlying envelope. In the subsequent construction of the underground structure, when an original building structure is hidden underground and the upper end of the original building structure is covered with thick loose filling soil, the original building structure is hard, the loose filling soil is soft, the loose filling soil is easy to collapse and repeatedly backfill and rush in the drilling process, so that the material is wasted, the hole forming difficulty is high, collapse and hole shrinkage are easy to occur, the excavation of a foundation pit of a newly-built underground structure or the construction of a supporting pile foundation is influenced, and the problems of high hole forming difficulty in the site, unstable drilling operation and the like are caused.
Disclosure of Invention
Technical problem to be solved
In view of the defects and shortcomings of the prior art, the invention provides a rotary drilling hole forming method for a hard stratum with a soft upper part and a hard lower part, which solves the technical problems of high hole forming difficulty and unstable drilling operation of the hard stratum with the soft upper part and the hard lower part.
(II) technical scheme
In order to achieve the purpose, the invention adopts the main technical scheme that:
a rotary drilling hole forming method for a stratum with a soft upper part and a hard lower part comprises the following steps:
s1, drilling a plurality of reinforcing pile holes in a loose soil layer in the upper soft and lower hard stratum, pouring reinforcing slurry into the reinforcing pile holes by using a jet grouting pile machine, and solidifying the reinforcing slurry to obtain a reinforcing pile;
s2, drilling a plurality of rotary drilling holes at the pre-pile forming positions on the reinforced loose soil layer by adopting a cutting tooth cylinder of the rotary drilling rig, wherein when the rotary drilling rig drills to the position of the original building enclosure structure body in the upper soft and lower hard stratum, the original building enclosure structure body is cut off and continues to drill downwards, so that the original building enclosure structure body in the rotary drilling holes is completely cut off, and the bottom of the rotary drilling holes is stable;
and S3, taking out the cut original building envelope structure body from the rotary drilling hole, and then completing the pile forming operation.
Preferably, before the pile reinforcing hole and the rotary drilling hole are drilled by the rotary drilling rig, a total station is respectively adopted for measurement so as to determine the positions of the pile reinforcing hole and the rotary drilling hole.
Preferably, the reinforcement slurry consists of p.o.42.5r ordinary portland cement, triethanolamine, and water, and the mass ratio of p.o.42.5r ordinary portland cement, triethanolamine, and water is 20.
Preferably, in the process of drilling the pile hole by adopting the rotary drilling rig, the guniting end of the guniting pipe of the rotary pile spraying machine moves downwards along with the drill rod of the rotary drilling rig, and high-pressure water is sprayed in the moving process of the guniting pipe.
Preferably, the pressure of the high-pressure water is 0.6 to 1MPa.
Preferably, in the process of rotating the guniting pipe of the rotary guniting pile machine and pouring the reinforced grout into the reinforced pile hole, the guniting end of the guniting pipe moves upwards from the bottom of the reinforced pile hole and carries out jet grouting, the flow rate of the grouting is 60-70L/min, the grouting pressure is 15-20 MPa, and the rotation angle of the guniting pipe is 5-16 rpm.
Preferably, when the cutting pick barrel of the rotary drilling rig drills a rotary drilling hole, the axis of the drill rod extends in the vertical direction.
Preferably, before drilling the rotary drilling hole, a steel pile casing is arranged at the position of the pre-pile forming position, the diameter of the steel pile casing is 0.2-0.3 m larger than that of the rotary drilling hole, the top end surface of the steel pile casing is 0.2-0.3 m higher than the ground, and the embedding depth of the steel pile casing is more than 1.5 m.
(III) advantageous effects
The invention has the beneficial effects that: (1) The invention reinforces the loose soil layer by the reinforcing piles, improves the strength, rigidity and stability of the loose soil layer, and can reduce the length of the steel casing required for drilling the rotary excavation hole, so that the embedding of the steel casing is not influenced by the original enclosure structure, namely the steel casing is only arranged above the original enclosure structure, and the installation of the steel casing is more convenient.
(2) The reinforcing pile can stabilize the construction surface, ensure the stability of the position of the cutting tooth cylinder drill of the rotary drilling rig and ensure the normal drilling operation.
(3) After the loose soil is reinforced, the rotary excavation hole is drilled through the rotary excavation drilling machine, so that the original enclosure structure can be cut off, the disturbance to the construction surface can be reduced, and the disturbance to the surrounding buildings can be reduced.
Drawings
FIG. 1 is a block flow diagram of the method of the present invention;
fig. 2 is a schematic view of the distribution of the reinforcement pile holes of the present invention.
Detailed Description
For the purpose of better explaining the present invention and to facilitate understanding, the present invention will be described in detail by way of specific embodiments with reference to the accompanying drawings.
Examples
A rotary drilling hole forming method for a stratum with a soft upper part and a hard lower part comprises the following steps:
s1, drilling a plurality of reinforcing pile holes in a loose soil layer by using a drilling machine, and filling reinforcing slurry into the reinforcing pile holes by using a jet grouting pile machine to obtain reinforcing piles after solidification, so that the loose soil layer is reinforced.
The upper soft and lower hard ground layer is a construction surface, the upper end of the construction surface is a thicker loose soil layer, and the lower end of the construction surface is embedded with a hard original enclosure structure.
Before construction, the position, range and thickness of the filled loose soil layer are determined so as to conveniently determine the number and depth of the reinforced pile holes. And the distribution position, the landfill depth and the specific structure of the original enclosure structure at the part of the filled loose soil are determined, so that the speed of the rotary drilling rig for cutting the tooth cylinder drill is conveniently controlled and the depth of the dug rotary drilling hole is determined when the rotary drilling hole is drilled subsequently. The construction site is leveled, local soft and weak positions are filled, the position where the rotary drilling rig is placed is guaranteed to be compact and stable, and the rotary drilling rig does not deflect during working.
The loose soil layer in this example has a thickness of 15m and a width of 1m.
Specifically, S11, preparation before drilling a reinforced pile hole: before drilling a reinforced pile hole, the rotary drilling rig measures and determines the position of the reinforced pile hole through a total station, and a steel bar short pile with the depth of 0.3m is downwards installed at the position of the reinforced pile hole.
S12, drilling a reinforcing pile hole by using a rotary drilling rig: the drill rod of the rotary drilling rig is positioned by the drill rod guide frame, the axis of the drill rod is overlapped with the center of a reinforced pile hole to be processed, the drill rod drills the reinforced pile, the guniting end of the guniting pipe of the rotary spraying pile machine moves downwards along with the drill rod of the rotary drilling rig, and high-pressure water is sprayed in the moving process of the guniting pipe. In order to prevent the collapse of the hole wall of the reinforced pile hole, the pressure of the injected high-pressure water is not too high, and the pressure of the injected high-pressure water is 0.6-1 MPa.
As shown in fig. 2, in order to reinforce the loose soil layer, the loose soil layer is reinforced in an integral reinforcing manner, i.e., the reinforcing pile holes are covered with the loose soil layer, and in order to make the reinforcing piles covered with the loose soil layer, the adjacent reinforcing pile holes are crossed. The diameter of the reinforced pile hole is 60-150 cm, and the depth of the reinforced pile hole is 15m.
S13, injecting grouting into the reinforcing pile hole, and forming a reinforcing pile after solidification: when the reinforced pile hole is filled with reinforced slurry by adopting the rotary jet pile machine, the slurry spraying end of the slurry spraying pipe of the rotary jet pile machine gradually moves upwards from the bottom of the reinforced pile hole to perform jet grouting, the flow rate of the grouting is 60-70L/min, the grouting pressure is 15-20 MPa, the compressed air pressure is 500-700 kPa, the rotating speed is 5-16 rpm, and the lifting speed is 7-20 cm/min.
The components of the used strengthening slurry comprise P.O.42.5R ordinary portland cement and water, and the mass ratio of the P.O.42.5R ordinary portland cement to the water is 1. In order to improve the strength and the impermeability of the reinforced slurry, 0.05 percent of triethanolamine is added into the reinforced slurry. In order to prevent the reinforcing paste from being left for a long time to affect its performance, the reinforcing paste should be used up within 4 hours after mixing and stirring.
During the injection grouting process, a small amount of reinforcing slurry is blown out from the reinforcing pile hole opening. If the injected reinforcing slurry is too much, namely the injected reinforcing slurry accounts for more than 20% of the total injected grouting amount, or no reinforcing slurry is injected from the orifice of the reinforcing pile, whether the effective injection range and the injected grouting amount are proper or not needs to be checked.
And after the jet grouting is finished, quickly moving the jet grouting pipe out of the reinforcing pile hole to the ground, closing the rotary jet grouting pile machine, moving the rotary jet grouting pile machine to the next reinforcing pile hole to be processed, and processing the reinforcing pile hole.
In order to prevent the reinforced slurry remained in the guniting pipe from influencing the next use, the guniting pipe needs to be cleaned after the guniting structure is sprayed, and the reinforced slurry cannot remain in the guniting pipe.
S2, adopting a cutting tooth barrel of the rotary drilling rig to drill a plurality of rotary drilling holes at the pre-pile-forming positions on the reinforced loose soil layer, wherein when the original enclosure structure body in the upper soft and lower hard stratum is drilled, the original enclosure structure body is cut off and continues to drill downwards, and the original enclosure structure body in the rotary drilling holes is completely cut off and the bottom of the rotary drilling holes is stable.
In order to enable the support piles to have sufficient support capacity, the axis of the rotary excavation hole is arranged to extend in the vertical direction. The rotary drilling hole is used for placing a support pile or an engineering pile.
The diameter of the rotary excavation hole is 0.8m, the number of the supporting piles is 4, and the depth of the rotary excavation hole is 40m.
Specifically, S21: preparing before drilling the rotary excavation hole: before drilling the rotary excavation hole, measuring and setting out according to the pile position of a design drawing, measuring and determining the position of a pre-formed pile by using a total station, and downwards installing a steel bar short pile with the depth of 0.3m at the pile position. And installing the steel casing at the position of the pile, wherein the embedding depth of the steel casing is more than 1.5m, the top end surface of the steel casing is 0.2-0.3 m higher than the construction surface, and the diameter of the steel casing is 0.2-0.3 m larger than that of the rotary excavation hole. The clay is tamped layer by layer around the outer side of the steel protection cylinder, the bottom of the steel protection cylinder guarantees the stability of the steel protection cylinder, and the steel protection cylinder is prevented from moving in the drilling process. And the axis of the steel protecting cylinder extends along the vertical direction, the center line of the steel protecting cylinder is parallel to the center line of the rotary digging hole, and the distance between the center line of the steel protecting cylinder and the rotary digging hole is less than 0.02m.
In order to reduce the resistance of drilling the rotary excavation hole, the position of the rotary excavation hole is not overlapped with the position of the reinforced pile hole as much as possible. In this embodiment, the location of the spin-excavated hole does not coincide with the location of the reinforcement pile hole. Of course, in other embodiments, the position of the rotary drilling hole may coincide with the position of the reinforcement pile hole.
S22, drilling a rotary excavation hole by adopting a rotary drilling rig to cut a tooth drill:
the pile position point after the steel casing is installed is drilled by the rotary drilling rig pick drill, in order to enable the rotary drilling holes to extend in the vertical direction, the drill rod needs to be checked at any time in the drilling process of the rotary drilling rig pick drill, and the drill rod is ensured to extend in the vertical direction.
In order to prevent the rotary drilling rig from being damaged in the process of drilling the cutting cylinder, when the rotary drilling rig drills the cutting cylinder to be close to the original building envelope, slow drilling is adopted, and the working state of the rotary drilling rig cutting cylinder is observed in time. When the rotary drilling rig bit barrel drill reaches the position of the original enclosure structure, the rotary drilling rig bit barrel drill continues to move downwards and cuts off the original enclosure structure. And after the original enclosing structure is cut off, the downward drilling is continued for at least 1m, so that the original enclosing structure is completely removed, and the stability of the support pile installed in the rotary drilling hole is ensured. The cutting tooth barrel drill of the rotary drilling rig drives the original enclosure structure to vibrate, the cutting tooth barrel drill of the rotary drilling rig forms certain disturbance on a rotary drilling hole, in order to prevent the hole wall from collapsing, the rotary drilling rig needs to drill at a low speed, and high-quality slurry is coated on the inner wall of the rotary drilling hole.
And S3, taking out the cut-off original enclosure structure body from the rotary drilling hole, then installing a reinforcement cage, and pouring concrete to finish pile forming operation.
In the description of the present invention, it is to be understood that the terms "first", "second" and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implying any number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless specifically defined otherwise.
In the present invention, unless otherwise explicitly stated or limited, the terms "mounted," "connected," "fixed," and the like are to be construed broadly, e.g., as being permanently connected, detachably connected, or integral; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium; either internal to the two elements or in an interactive relationship of the two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless expressly stated or limited otherwise, a first feature is "on" or "under" a second feature, and the first and second features may be in direct contact, or the first and second features may be in indirect contact via an intermediate. Also, a first feature "on," "above," and "over" a second feature may be directly on or obliquely above the second feature, or simply mean that the first feature is at a higher level than the second feature. A first feature "under," "beneath," and "under" a second feature may be directly under or obliquely under the second feature, or may simply mean that the first feature is at a lower level than the second feature.
In the description of the present specification, the description of "one embodiment", "some embodiments", "examples", "specific examples" or "some examples", etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Moreover, various embodiments or examples and features of various embodiments or examples described in this specification can be combined and combined by one skilled in the art without being mutually inconsistent.
Although embodiments of the present invention have been shown and described above, it should be understood that the above embodiments are illustrative and not restrictive, and that those skilled in the art may make changes, modifications, substitutions and alterations to the above embodiments without departing from the scope of the present invention.
Claims (9)
1. A rotary drilling hole forming method for a stratum with a soft upper part and a hard lower part is characterized in that: the method comprises the following steps:
s1, drilling a plurality of reinforcing pile holes in a loose soil layer in the upper soft and lower hard stratum, pouring reinforcing slurry into the reinforcing pile holes by using a rotary jet pile machine, and solidifying the reinforcing slurry to obtain reinforcing piles;
s2, drilling a plurality of rotary drilling holes at the pre-pile forming positions on the reinforced loose soil layer by adopting a cutting tooth cylinder of the rotary drilling rig, wherein when the rotary drilling rig drills to the position of the original building enclosure structure body in the upper soft and lower hard stratum, the original building enclosure structure body is cut off and continues to drill downwards, so that the original building enclosure structure body in the rotary drilling holes is completely cut off, and the bottom of the rotary drilling holes is stable;
s3, taking out the cut-off original enclosure structure body from the rotary drilling hole, and then completing pile forming operation.
2. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: before the rotary drilling rig is used for drilling the reinforcing pile hole and the rotary drilling hole, a total station is used for measuring so as to determine the positions of the reinforcing pile hole and the rotary drilling hole.
3. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: the strengthening slurry comprises P.O.42.5R ordinary portland cement and water, and the mass ratio of the P.O.42.5R ordinary portland cement to the water is 1.
4. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 3, characterized in that: and 0.05 percent of triethanolamine is added into the reinforced slurry.
5. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: when the rotary drilling rig is used for drilling and reinforcing the pile hole, the guniting end of the guniting pipe of the rotary spraying pile machine moves downwards along with a drill rod of the rotary drilling rig, and high-pressure water is sprayed in the moving process of the guniting pipe.
6. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 5, characterized in that: the pressure of the high-pressure water is 0.6-1 MPa.
7. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: in the process of rotating the guniting pipe of the rotary guniting pile machine and pouring the reinforced grout into the reinforced pile hole, the guniting end of the guniting pipe moves upwards from the bottom of the reinforced pile hole and carries out jet grouting, the flow rate of the grouting is 60-70L/min, the grouting pressure is 15-20 MPa, and the rotation angle of the guniting pipe is 5-16 rpm.
8. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: when a cutting pick barrel of the rotary drilling rig drills a rotary drilling hole, the axis of the drill rod extends in the vertical direction.
9. The rotary drilling hole forming method for the upper soft and lower hard formation according to claim 1, characterized in that: before drilling the rotary digging hole, a steel protecting cylinder is arranged at the position of the pre-pile forming position, the diameter of the steel protecting cylinder is 0.2-0.3 m larger than that of the rotary digging hole, the top end surface of the steel protecting cylinder is 0.2-0.3 m higher than the ground, and the embedding depth of the steel protecting cylinder is more than 1.5 m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210983631.4A CN115288111A (en) | 2022-08-16 | 2022-08-16 | Rotary drilling hole forming method for upper soft and lower hard stratum |
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| CN202210983631.4A CN115288111A (en) | 2022-08-16 | 2022-08-16 | Rotary drilling hole forming method for upper soft and lower hard stratum |
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2022
- 2022-08-16 CN CN202210983631.4A patent/CN115288111A/en active Pending
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| Title |
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